SITE PREPARATION

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Furnish all labor, materials, and equipment required and perform all clearing complete as shown on the Drawings and as specified herein.

B. Obtain all permits required for site preparation work prior to proceeding with the work, including clearing.

1.02 SUBMITTALS

A. Submit in accordance with Specification - Submittal copies of all permits required prior to clearing work.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 SURVEY

A. The CONTRACTOR shall stake out the limits of the clearing.

3.02 CLEARING

A. Cut and remove timber, trees, stumps, brush, shrubs, roots, grass, weeds, rubbish, and any other objectionable material resting on or protruding through the surface of the ground.

B. Trees and other vegetation designated on the Drawings or directed by the ENGINEER to remain shall be preserved and protected as specified.

3.03 DISPOSAL

A.

B.

The CONTRACTOR shall dispose of all material and debris from the clearing operation at an approved location or as approved by the OWNER. Onsite disposal of cleared materials by burning is not allowed.

3.04 PROTECTION

A. Trees and other vegetation designated on the Drawings or directed by the ENGINEER to remain shall be protected from damage by all construction operations by erecting suitable barriers, guards, and enclosures, or by other approved means.

B. Clearing operations shall be conducted in a manner to prevent falling trees from damaging trees and vegetation designated to remain and to the work being constructed and so as to provide for the safety of employees and others.

C. Protection shall be maintained until all work in the vicinity of the work being protected has been completed.

D. Heavy equipment operation or stockpiling of materials shall not be permitted within the branch spread of existing trees.

E. Any damage to existing tree crowns, trunks, or root systems shall be repaired immediately.

F. Roots exposed and/or damaged during the work shall immediately be cut off cleanly inside the exposed or damaged area.

G. Cut surfaces shall be treated with an acceptable tree wound paint and topsoil spread over the exposed root area.

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H. When work is completed, all dead and downed trees shall be removed.

I. Live trees shall be trimmed of all dead and diseased limbs and branches.

J. All cuts shall be cleanly made at their juncture with the trunk or preceding branch without injury to the trunk or remaining branches.

K. Cuts over 1‐in in diameter shall be treated with acceptable tree wound paint.

L. Construction activities shall be restricted to those areas within the limits of construction designated on the Drawings, within public rights‐of‐way, and within easements provided by the OWNER.

M. Adjacent properties and improvements thereon, public or private, which become damaged by construction operations shall be promptly restored to their original condition to the full satisfaction of the property owner.

END OF SECTION

2

CLEARING AND

GRUBBING PART 1 GENERAL

1.01 SCOPE OF WORK

A. Furnish all labor, materials, and equipment required to perform all clearing of construction site(s) including disposal of cleared materials and protection of designated areas as shown on the Drawings and as specified herein.

B. Obtain all permits required for site preparation work prior to proceeding with the work, including clearing.

1.02 SUBMITTALS

A. Submit the following in accordance with Specification Section Submittals.

1. Samples

a. Tree wound paint

b. Herbicide

c. Submit samples in cans with manufacturer’s label.

1.03 DELIVERY, STORAGE, AND HANDLING

A. Deliver materials and store at the site. Handle in a manner which will maintain the materials in their original manufactured or fabricated condition until ready to use.

PART 2 PRODUCTS

2.01 TREE WOUND PAINT

A. Bituminous based paint of standard manufacture specially formulated for tree wounds.

2.02 HERBICIDE

A. Comply with Federal Insecticide, Fungicide, and Rodenticide Act (Title 7 U.S.C. Section 136) for requirements on Contractor’s licensing, certification and record keeping. Contact the command Pest Control Coordinator prior to starting work.

PART 3 EXECUTION

3.01 PROTECTION

A. Roads and Walks

1. Keep roads and walks free of dirt and debris at all times.

B. Trees, Shrubs, and Existing Facilities

1. Protection shall be in accordance with Temporary Environmental Controls.

C. Existing Utility Lines

1. Protect existing utility lines that are indicated to remain from damage. Notify the Engineer immediately of damage to or an encounter with an unknown existing utility line. The Contractor shall be responsible for the repairs of damage to existing utility lines that are indicated or made known to the Contractor prior to start of clearing and grubbing operations. When utility lines which are to be removed are encountered within the area of operations, the Contractor shall notify the Engineer in ample time to minimize

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interruption of the service.

3.02 CLEARING

A. Shall consist of the felling, trimming, and cutting of trees into sections and the satisfactory disposal of the trees and other vegetation designated for removal, including downed timber, snags, brush, and rubbish occurring within the areas to be cleared. Cut off flush with or below the original ground surface trees, stumps, roots, brush, and other vegetation in areas to be cleared, except for trees and vegetation indicated or directed to be left standing. Apply herbicide in accordance with the manufacturer’s label to the top surface of stumps designated not to be removed.

3.03 TREE REMOVAL

A. Where indicated, remove designated trees and stumps from areas outside those areas specified for clearing and grubbing.

3.04 PRUNING

A. Trim trees designated to be left standing within the cleared areas of dead branches 1 1/2 inches or more in diameter; and trim branches to heights and in a manner as indicated. Neatly cut limbs and branches to be trimmed close to the bole of the tree or main branches. Paint cuts more than 1 1/4 inches in diameter with an approved tree wound paint.

3.05 GRUBBING

A. Remove and dispose of roots larger than 3 inches in diameter, matted roots, and designated stumps from the indicated grubbing areas. Excavate this material together with logs, organic and metallic debris, brush, and refuse and remove to a depth of not less than 18 inches below the original soil surface in areas indicated to be grubbed and in areas indicated as construction areas under this contract. Fill depressions made by grubbing with suitable material and compact in accordance with the requirements specified in Section 02300 ‐ Excavation, Backfill, And Compaction, to make the new surface conform with the existing adjacent surface of the ground.

3.06 DISPOSAL OF CLEARED AND GRUBBED MATERIALS

A. Saleable Timber

1. Consider felled timber from which saw logs, pulpwood, posts, poles, ties, or fuelwood can beproduced as saleable timber. Trim limbs and tops, and saw into saleable lengths for saw logs,pulpwood, poles, ties, and for fuelwood and stockpile adjacent to the site. The stockpile timberwill remain the property of the Owner.

B. Nonsaleable Materials

1. Remove from the project site and dispose of off station. Burning will not be permitted.

END OF SECTION

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EROSION AND SEDIMENTATION CONTROL

PART 1 GENERAL

1.01 SCOPE OF WORK

A. The work shown on the Drawings and specified herein shall constitute the erosion control plan for this project in conformance with the Sedimentation Pollution Control Act of 1973. The erosion control plan shown is based on the anticipated construction methods and sequence, and includes the permanent and temporary measures as required. The CONTRACTOR shall provide at no additional cost to the OWNER any other measures as may be required to prevent erosion as a result of construction activity at the site.

B. Temporary erosion control measures shall include, but not be limited to, check dams, diversion ditches, silt fences, rip rap, grass, mulches, mats, fabric, netting, construction entrances, or any other methods or devices that are necessary to control or restrict erosion. Temporary erosion control measures may include work outside the right‐of‐way or construction limits where such work is necessary as a result of construction such as borrow pit operations, haul roads, plant sites, equipment storage sites, and disposal of waste or debris. The CONTRACTOR shall be liable for all damages to public or private property caused by silting or slides originating in areas used by the CONTRACTOR.

1.02 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS

A. All construction activities required under this project shall comply with the North Carolina Sedimentation Pollution Control Act of 1973 and the rules and regulations promulgated pursuant to the provisions of that law.

B. North Carolina Sedimentation Control Commission Erosion and Sediment Control Planning and Design Manual, Latest Edition

C. NCDOT Standard Specifications for Roads and Structures, Latest Edition

D. In the event of conflict between the regulations listed above and the requirements of these Specifications, the more restrictive requirements shall apply.

1.03 CONTRACTOR’S RESPONSIBILITY

A. CONTRACTOR shall be responsible for installing and maintaining erosion control devices as required to function properly and to satisfy the representatives of the North Carolina Land Quality Section, Division of Land Resources, Department of Environment and Natural Resources, and the ENGINEER.

B. To insure that the project complies with the regulations, the CONTRACTOR shall perform a complete site inspection of the erosion control measures every week and when rainfall occurs on site. Required corrective/maintenance measures shall be noted and implemented within three working days.

C. Any time delays experienced due to a shutdown by the N. C. Land Quality Section or due to unanticipated corrective work will not receive any time extensions on the contract.

1.04 SUBMITTALS

A. Materials and facilities for temporary erosion control measures shall have been approved by the ENGINEER before being used. Any facilities or materials different from those shown on the Drawings or specified herein shall be submitted to the ENGINEER for approval.

B. Product Data: Submit manufacturer's technical data and material samples for silt fence fabrics, ditch liner, filter cloth, matting for silt fence fabrics, and other manufactured materials if requested.

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C. Material Certificates: Submit material certificates signed by manufacturer and CONTRACTOR certifying specification compliance for posts, woven wire, filter stone, riprap, and other products if requested.

D. Drawings: Submit scaled drawings of changes in facilities shown on Drawings and additional facilities proposed by CONTRACTOR.

1.05 GENERAL CONSTRUCTION SCHEDULE

A. Notify the State of North Carolina Department of Environment and Natural Resources of construction commencement and schedule pre‐construction conference if required by the State of North Carolina Environmental ENGINEER.

B. Install construction entrances, silt fence, stone drains, check dams, and other measures as shown on the approved plan. Clear only as required to install these devices. Seed temporary diversions, berms, and basins immediately after construction.

C. Begin clearing and grubbing. Delay grading in areas that would reduce the minimum dimensions of sediment control basins. Stockpile topsoil and suitable fill material. Install silt fence around stockpile areas. Dispose of unsuitable soils and all other waste materials off‐site in a legal manner.

D. Groundcover shall be provided according to the following schedule:

Ground Stabilization Chart Site Area Description Stabilization Timeframe Exceptions

Dikes, swales, ditches, and slopes 7 Days None High Quality Water (HQW) zones 7 Days None

Slopes steeper than 3:1 7 Days If slopes are 10’ or less in length and are not steeper than 2:1, 14 days are allowed

Slopes 3:1 or flatter 14 Days 7 days for slopes greater than 50’ in length

All other areas with slopes flatter than 4:1 14 Days None, except for perimeters and HQW zones

E. CONTRACTOR to conduct a weekly site inspection and after each rainfall event to determine which areas can be temporarily or eminently seeded, which devices need maintenance, repair, etc. and to ensure that the erosion control measures are performing adequately. Perform any necessary maintenance.

F. Stabilize site as areas are brought to finished grade with vegetation or stone base. All areas to be paved shall be stabilized with stone as soon as they are brought to final grade. Maintain diversions, inlet protection, and sediment basins until site is completely stabilized.

G. Fertilize, seed, and mulch all disturbed areas according to seeding schedule.

H. When construction is complete and all areas are stabilized, call for an inspection by an environmental inspector.

I. If site is approved, removed any temporary diversions, silt fences, stone drains, sediment traps, etc. and re‐grade and seed or stabilize any resulting bare areas.

J. When vegetation has become established, call for a final site inspection by an environmental inspector. Obtain certificate of completion and remove all erosion control measures within 30 days.

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PART 2 PRODUCTS

2.01 SILT FENCE

A. Comply with North Carolina Sedimentation Control Commission Erosion and Sediment Control Planning and Design Manual Section 6.62 ‐ Sediment Fence.

2.02 EROSION CONTROL STONE

A. Comply with NCDOT Standard Specifications for Roads and Structures Section 1610 ‐ Erosion Control Stone.

2.03 CHECK DAM

A. Comply with North Carolina Sedimentation Control Commission Erosion and Sediment Control Planning and Design Manual Section 6.83 – Check Dam.

2.04 DRAINAGE STONE

A. Drainage stone, washed, uniformly graded mixture of crushed stone, or crushed or uncrushed gravel conforming to Coarse Aggregate No. 57 or ASTM C‐33 to be used as specified.

2.05 SEPARATOR GEOTEXTILE FABRIC

A. Separator geotextile fabric shall be a woven slit film or monofilament synthetic fabric consisting of polyester or polypropylene to be approved ENGINEER. Geotextile shall be treated to resist degradation due to exposure to ultraviolet light.

PART 3 EXECUTION

3.01 GENERAL

A. The CONTRACTOR shall take whatever measures are necessary to minimize soil erosion and siltation and water, air, and noise pollution caused by his operations. The CONTRACTOR shall also comply with the applicable regulations of all legally constituted authorities relating to pollution prevention and control. The CONTRACTOR shall keep himself fully informed of all such regulations that in any way affect the conduct of the work and shall at all times observe and comply with all such regulations. In the event of conflict between such regulations and the requirements of the Specifications, the more restrictive requirements shall apply.

B. The CONTRACTOR shall exercise every reasonable precaution throughout the life of the project to prevent the eroding of soil and the silting of rivers, streams, lakes, reservoirs, other water impoundments, ground surfaces, or other property.

C. Prior to suspension of operations on the project or any portion thereof, the CONTRACTOR shall take all necessary measures to protect the construction area, including but not limited to, borrow sources, soil type base course sources, and waste areas, from erosion during the period of suspension.

D. Install temporary and permanent erosion control measures in accordance with these Specifications and with the NCDOT Standard Specifications for Roads and Structures, Latest Edition.

E. Permanent or temporary soil stabilization, which includes seeding, mulching, or ground cover sufficient to restrain erosion, must be applied to portions of the disturbed area in accordance with Section ‐ Seeding and Mulching.

F. Clean sediment transported onto public roads at the end of each day. Sediment shall be removed by shoveling or sweeping and be transported to a controlled disposal area. Street washing shall be allowed after sediment is removed in this manner.

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3.02 TEMPORARY EROSION CONTROL MEASURES

A. Provide diversion ditches and berms as necessary to prevent concentrated flow of water across disturbed areas.

B. Stockpile excavated material on the opposite side of the utility trenches from the watercourses to the extent that is permissible.

C. In the event that stockpiles are placed on the watercourse side of the trench, provide silt fence or silt berms with stone filter outlets along the entire length of the stockpile that is on the watercourse side of the trench. The placement of these measures shall be at no additional cost to the OWNER. Upon the completion of backfilling, the measures shall be removed and the site graded to its natural grade or as shown on plans.

D. Maintain natural buffer zones along all watercourses sufficient to retain all visible siltation within the first 25% of the buffer width.

E. Provide a settling basin with a gravel filter outlet for all water pumped from trenches or dewatering equipment. Pumping of that water directly into any stream, pond, or watercourse is prohibited.

F. Temporary Silt Fencing

1. Provide silt fences where shown on the Drawings and as necessary to prevent erosion.

2. Install silt fence in accordance with the details shown on the Drawings.

3. Repair silt fence when any fabric collapses, tears, decomposes, or becomes ineffective.

4. Remove sediment deposits when sediment depth behind fence reaches 6".

5. Filter fabric to be of polypropylene, nylon, polyester, or polyethylene yard with astandard strength of 30 lb/in. inch (minimum), 85% (minimum) filtering efficiency, and a slurryflow rate of 0.3‐gal/sq.‐ft./minute (minimum). Fabric should contain ultraviolet ray inhibitorsand stabilizers to provide a minimum construction life of six months.

6. Posts to be 1.33 lb/linear foot steel.

7. Install silt fence on low side of stockpiles and in locations shown on the Drawings.Extend fence around approximately 90% of the perimeter of the stockpile.

G. Check Dams and Stone Drains

1. Class B erosion control stone shall be used.

2. Place filter fabric between soil, rip rap, and extend across ditch.

3. Rip rap shall not exceed 24" in height at center and slope shall be 2:1.

4. Place riprap over the ditch banks to keep water from cutting around the dam.

5. Construct check dam to dimensions shown on the Drawings.

H. Sediment Traps

1. Strip topsoil and clear area where trap is to be located in accordance with Section - Excavation,Backfill, and Compaction.

2. Place acceptable fill for the embankment in accordance with Section – Excavation,Backfill, and Compaction. Over fill the embankment 6” to allow for settlement.

3. Construct the outlet section in the embankment. Place filter fabric between the soil and riprap.Extend the fabric across the crest of the spillway foundation and sides of the embankment.

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4. Clear the pond area below the elevation of the crest of the spillway to facilitate sedimentcleanout.

5. Construct the dam and stone spillway to the dimensions, elevations, and slopes as shown on thedrawings.

6. The Class “B” erosion control stone used in the stone section shall be a well gradedmixture of stone with a d50 size of 9” and a maximum stone size of 14”. Work the small stonesinto the voids of the larger stones. Use No. 57 stone on the face of the spillway.

7. Construct the stone spillway outlet section downstream past the toe of the embankment untilstable conditions are reached. Shape the center to confine the outflow stream.

I. Stream or Ditch Pipe Crossings

1. Complete pipe crossing in one working day. Carefully stabilize disturbed slopes bytamping with equipment buckets and mechanical or hand tamping. Distribute topsoil evenly onslopes and tamp.

2. Where riprap is required, carefully place as shown on the details.

3. Fertilize, seed, and mulch each crossing's slopes as soon as practicable after completing thecrossing and in no case more than two weeks after disturbance of the slopes.

4. Install excelsior blankets where indicated and immediately after permanent seeding inaccordance with manufacturer's recommendations. Blankets shall be installed with the nettingon top and the fibers in contact with the soil over the entire area. When excelsior blankets areinstalled in ditches, they shall be applied in the direction of the flow of water. When installedon slopes, the blankets shall be applied either horizontally or vertically, and end and sidesshall be butted snugly and stapled in accordance with manufacturer's recommendations.

5. The CONTRACTOR shall acceptably maintain erosion control measures installed by theCONTRACTOR.

J. Fabric Inlet Protection

1. Space 2 x 4‐inch wood (or equivalent metal) stakes evenly around the perimeter of the inlet amaximum of three feet apart, and securely drive them into the ground a minimum of 24” deep.

2. To provide needed stability, frame with 2 x 4‐inch wood strips around the crest of the overflowarea at a maximum of 1.5 feet above the drop inlet crest.

3. Place the bottom 12 inches of fabric in a trench and backfill the trench with at least four inchesof crushed stone or 12 inches of compacted soil.

4. Fasten fabric securely to the stakes and frame so that joints overlap to the next stake.

5. It may be required to build a dike on the down slope side of the inlet in order to prevent bypassflow.

K. Curb Inlet Protection

1. Lay concrete blocks on pavement 6” from curb inlet. Place blocks against the drain inlet forlateral support.

2. Place at least one concrete block on its side in each bottom row of blocks.

3. Place wire mesh with ½” openings over all block openings used for drainage.

L. Construction Entrance & Exit

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1. Strip topsoil and clear area where trap is to be located in accordance with Section - Excavation, Backfill, and Compaction.

2. Place gravel to the specified grade and dimension as shown on the drawings.

M. Temporary Seeding and Mulching: See Section ‐ Seeding and Mulching.

3.03 PERMANENT EROSION CONTROL MEASURES

A. Pipe Outlet Stabilization

1. Ensure that the subgrade for the riprap and filter fabric follows the required lines and grades asshown on the drawings. Compact any fill required in the subgrade to the density of thesurrounding undisturbed soil. Low areas in the subgrade on undisturbed soil shall be filled byincreasing the thickness for the riprap.

2. The riprap and filter fabric shall conform to the specified grade and dimension as shown on thedrawings.

3. Riprap may be placed by machine, but take care to avoid damaging the filter fabric.

4. The filter fabric shall be protected from puncturing and tearing during installation.Repair damage fabric by removing the riprap and placing a new piece of fabric over thedamaged area. All connecting joints shall overlap a minimum of 12‐inches in alldirections. Replace the entire filter fabric as directed by the OWNER or ENGINEER.

5. The minimum thickness of the riprap shall be 1.5 times the maximum stone diameter.

6. Construct the apron on zero grade with no over fall at the end. The top of the riprap at thedownstream end shall be level with the receiving area.

7. Construct the apron so it is properly aligned with the receiving stream.

8. Immediately after construction, stabilize all disturbed area with the proper vegetate cover

B. Permanent Seeding and Mulching: See Specification Section ‐ Seeding and Mulching.

3.04 MAINTENANCE PLAN

A. All erosion control measures shall be inspected weekly and after each heavy‐runoff producing rainfall. All needed repairs shall be made immediately to prevent further damage and erosion. Structures and measures that shall be inspected include:

B. Seeding, Fertilizing, and Mulching

1. Seeded areas shall be inspected for failure and necessary repairs shall be made within the sameseason, if possible.

C. Silt Fence

1. Any fabric that collapses, tears, decomposes, or becomes ineffective, will be replacedimmediately. Remove sediment deposits behind fence when sediment accumulates to 6".

D. Rock Check Dams and Stone Drains

1. Inspect for significant erosion around the edges and between dams. Install protective riprapliners in portions of the channel where erosion occurs. Remove sediment accumulatedbehind the dams as required to prevent damage to channel vegetation. Add stones to dams asrequired to maintain design height and cross section.

E. Sediment Traps

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1. Sediment shall be removed from the trap and the trap shall be restored to its originalconstructed conditions when one foot of sediment has accumulated in the trap. The sedimentwill be disposed of and the contaminated part of the gravel will be replaced. The structure shallbe checked for damage and the spillway shall be maintained at a minimum of 1.5‐feet belowthe low point of the embankment. Damage shall be repaired immediately and when settlementof the embankment occurs, fill shall be placed 6‐inches above the design grade. Riprap willbe replaced when displaced from the spillway.

F. Inlet Protection

1. Replace any fabric that collapses, tears, decomposes, or become ineffective will bereplaced immediately. Remove sediment deposits behind fence when sedimentaccumulates to six inches.

G. Pipe Outlet Stabilization

1. Inspect riprap structure after heavy rains to see if any erosion around or below thestructure or if stones have been dislodged. Immediately make all necessary repairs to preventfuture damage.

H. Construction Entrance & Exit

1. Inspect construction entrances and exits for condition of surface. Top‐dress with new stonewhen needed.

I. Stockpiles

1. Stockpiles shall be checked for sedimentation and stabilization.

END OF SECTION

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SEEDING AND

MULCHING PART 1 GENERAL

1.01 SCOPE OF WORK

A. The CONTRACTOR shall furnish all labor, materials, equipment, and incidentals necessary to provide vegetative cover to all disturbed areas as shown on the Drawings and as specified herein.

1.02 SUBMITTALS

A. Submit to the ENGINEER for review complete shop drawings for all materials and equipment furnished under this Section, including seed mixtures and product label information.

B. Samples of all materials shall be submitted for inspection and acceptance upon ENGINEER's request.

C. Certification of grass seed from seed vendor for each grass‐seed mixture stating the botanical and common name and percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging.

D. Certification of each seed mixture for sod, identifying sod source, including name and telephone number of supplier.

E. Certification by Limestone and Fertilizers manufacturer that the products supplied comply with requirements:

PART 2 PRODUCTS

2.01 MATERIALS

A. Fertilizer

1. Fertilizer shall be complete commercial fertilizer. It shall be delivered to the site in the originalunopened containers each showing the manufacturer's guaranteed analysis. Store fertilizerso that when used it shall be dry and free flowing.

B. Lime

1. Lime shall conform to ASTM C602, Class T, agricultural limestone in the form ofdolomitic limestone containing a minimum 80 percent calcium carbonate equivalent, with aminimum 99 percent passing a No. 8 sieve and a minimum 75 percent passing a No. 60 sieve.

C. Seed

1. Seed shall be from the same or previous year's crop. Each variety of seed shall have apercentage of germination not less than 90, a percentage of purity not less than 85, and shallhave not more than one percent weed content.

2. Seed shall be delivered in sealed containers bearing the dealer's guaranteed analysis.

D. Mulch shall be one of the following:

1. Straw Mulch

a. Provide air‐dry, clean, mildew‐ and seed‐free, salt hay or threshed straw ofwheat, rye, oats, or barley.

2. Peat Mulch

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a. Provide peat moss in natural, shredded, or granulated form, of fine texture, with a pHrange of 4 to 6.

3. Fiber Mulch

a. Biodegradable dyed‐wood cellulose‐fiber mulch, nontoxic, free of plant growth‐ orgermination‐inhibitors, with maximum moisture content of 15% and a pH range of4.5 to 6.5

E. Tackifier shall be one of the following:

1. Asphalt Emulsion Tackifier

a. Asphalt emulsion, ASTM D 977, Grade SS‐1, nontoxic and free of plant growth‐ orgermination‐inhibitors

2. Nonasphaltic Tackifier

a. Colloidal tackifier recommended by fiber‐mulch manufacturer for slurryapplication, nontoxic, and free of plant growth or germination‐inhibitors

PART 3 EXECUTION

3.01 SEEDBED PREPARATION

A. Chisel compacted areas and spread topsoil 3 inches deep over adverse soil conditions, with

B.

stockpiled topsoil. Contractor shall reserve sufficient topsoil for seedbed preparation. Rip the

entire area to 6 inch depth.

C. Remove all loose rock, roots, and other obstructions leaving surface reasonably smooth and uniform.

D. Apply agricultural limestone and fertilizer uniformly and mix with soil.

E. Continue tillage until a well‐pulverized, firm, reasonably uniform seedbed is prepared 4 to 6 inches deep.

F. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack after seeding.

G. Mulch immediately after seeding and anchor mulch.

1. Uniformly spread the mulching material over the designated areas to a loose depth of 1/2 to 1‐1/2 inches. Loosen or make fluffy the mulch material from compacted bales before spreadingin place. Unless directed otherwise, begin mulching at the top of the slopes and proceeddownward.

2. Anchor straw by one of the following methods:

a. Netting

1) Securely anchor straw or hay mulch by using engineer‐approved nettinganchored to the ground with pegs or staples to prevent it from floating as thevegetation grows. Instead of this anchorage, the contractor may secure mulchby heavy biodegradable twine fastened by pegs or staples to form a grid with 6to 10 feet spacing.

b. Tackifier

1) Treat straw or hay with a tackifier. Blow from a machine, and uniformlydeposit over designated areas in one operation. The contractor may applythe tackifier as an overspray in a separate operation after placing the straw orhay.

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c. Crimping

1) Immediately after spreading, anchor the mulch in the soil by using a mulchcrimper consisting of a series of dull, flat discs with notched edges. Space the20 inch diameter discs at about 8 inch centers. Equip the crimper with aballast compartment to allow adjusting the weight for depth control.

2) Impress the mulch into the soil 1 1/2 to 2 1/2 inches deep in one pass of thecrimper. This process may require more than one pass of the crimper to ensureadequate anchoring of the mulch.

H. Inspect all seeded areas and make necessary repairs or reseedings within the planting season, if possible. If stand is less than 60% established, the entire area shall be reseeded according to specifications using the original lime, fertilizer and seeding rates.

I. Consult a Conservation Inspector on maintenance treatment and fertilization after permanent cover is established.

J. Soil amendments

Soil Amendment Application Rates Non‐Clay Soils Clay Soils

Agricultural Limestone 2 tons/acre 3 tons/acre Fertilizer 750 lbs/acre Mulch 2 tons/acre Asphalt Emulsion Tackifier 400 gal/acre

3.02 SEEDING NON‐WETLAND AREAS

A. Temporary Non‐wetland Seeding

1. Seeding Schedule

Temporary Non‐Wetland Seeding Schedule

Dates Seeding Mixtures Species Application Rate

Jan 1 – May 1 Rye Grain 120 lbs/acre Kobe Lespedeza 50 lbs/acre

May 1 – Aug 15 German Millet 40 lbs/acre Aug 15 – Dec 30 Rye Grain 120 lbs/acre

2. Maintenance

a. Winter, Early Spring, and Summer

1) Refertilize if growth is not fully adequate. Reseed, refertilize, and mulchimmediately following erosion or other damage.

b. Fall

1) Repair and refertilize damaged areas immediately. Topdress with 50 lbs/acre of nitrogen in March. If it is necessary to extend temporary

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cover beyond June 15 overseed with 50 lbs/acre Kobe Lespedeza in late February or early March.

3. Temporary seeding must be followed up with permanent seeding as soon as practical.

B. Permanent Non‐wetland Seeding

1. Seed all disturbed areas of construction.

2. No seeding should be undertaken in windy or unfavorable weather, when the ground istoo wet to rake easily, when it is in a frozen condition, or too dry.

3. Immediately following this preparation, permanent seed shall be uniformly applied andlightly raked into the surface. Lightly roll the surface and water with fine spray. Permanent seed shall be applied at the following rates:

Permanent Non‐Wetland Seeding Schedule Dates Seeding Mixtures Species Application Rate

Sept 1 – Apr 1 Tall Fescue 120 lbs/acre Apr 15 – June 30 Bermuda Grass 25 lbs/acre Sept 1 – May 1 Sericea Lespedeza 15 lbs/acre May 1 – Sept 1 Kobe Lespedeza 10 lbs/acre

a. The best seeding dates are between September 1 through September 30 and February15 through March 20.

b. Possible seeding dates are between September 1 through October 31 andFebruary 15 through April 30.

c. Between April 15 and August 15, add 10 lbs/acre German millet or 15 lbs/acre ofSudangrass.

d. Prior to May 1 or after August 15 add 25 lbs/acre rye (grain).

4. The CONTRACTOR shall keep all seeded areas watered and in good condition.Reseeding shall be done if and when necessary until a good, healthy, uniform growth isestablished over the entire area seeded.

5. On slopes, the CONTRACTOR shall provide against washouts by an approved method. Anywashout that occurs shall be regraded and reseeded at the CONTRACTOR'S expenseuntil good sod is established.

3.03 SEEDING WETLAND AREAS

A. Temporary Wetland Seeding

1. Seeding Schedule

Temporary Wetland Seeding Schedule

Dates Seeding Mixtures Species Application Rate

Jan 1 – May 1 Rye Grain 120 lbs/acre May 1 – Aug 15 German Millet 40 lbs/acre Aug 15 – Dec 30 Rye Grain 120 lbs/acre

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2. Maintenance

a. Winter, Early Spring, and Summer

1) Refertilize if growth is not fully adequate. Reseed, refertilize, and mulchimmediately following erosion or other damage.

b. Fall

1) Repair and refertilize damaged areas immediately. Topdress with 50 lbs/acre of nitrogen in March.

3. Temporary seeding must be followed up with permanent seeding as soon as practical.

B. Permanent Wetland Seeding

1. Surface water control measures to be installed according to plan.

2. Immediately following seedbed preparation the seed shall be uniformly applied and lightlyraked into the surface. Lightly roll the surface and water with fine spray. Seed shall be a mixof the following species to be applied at the following rates:

Permanent Wetland Seeding Schedule Dates Seeding Mixtures Species Application Rate

December 1 – April 1 Switchgrass‐Carthage 3.5 lbs/acre December 1 – April 15 Smartweed 2.0 lbs/acre December 1 –May 1 Soft Rush 2.5 lbs/acre December 1 –May 1 Fox Sedge 2.5 lbs/acre

3. Contractor shall be required to provide a permanent mixture according to the schedule.

4. Temporary crops must be incorporated prior to seeding of permanent mixtures.

5. Cover crops or temporary crops must be mowed at proper time to prevent seed heads frommaturing. Wheat may be harvested.

6. Wetlands crossings shall be covered with “terra jute” erosion control netting or equal installedper manufacturer directions.

3.04 MAINTENANCE

A. The CONTRACTOR shall maintain all seeded areas in a condition approved by the ENGINEER until final acceptance of the Contract. Maintenance shall include, but not be limited to, repair of seeded areas, irrigation, and weed control. Protection shall be provided for all seeded areas against trespassing and damage. Slopes shall be protected from damage due to erosion, settlement, and other causes and shall be repaired promptly.

B. If growth is less than fully adequate, refertilize in the second year, according to soil tests or topdress with 500 lbs/acre 10‐10‐10 fertilizer. Reseed, fertilize, and mulch damaged areas immediately

C. All seeded areas shall be inspected on a regular basis and any necessary repairs or reseedings made within the planting season, if possible.

END OF SECTION

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LANDSCAPING

REQUIREMENTS

In this section, where “Landscape Architect” or “Architect” is used, this shall be interpreted to mean “Engineer”, “Inspector”, or “designated Town representative”.

PART 1 GENERAL

1.01 RELATED DOCUMENTS

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

1.02 SUMMARY

A. This Section includes the following:

a. Trees, Shrubs, Ground covers, Plants, Sodded and Seeded Lawns, Topsoil and soilamendments, Fertilizers and mulches. And Stakes and guys.

1.03 SUBMITTALS

A. General: Submit each item in this Article for approval by the Inspector before installation of landscaping. Suppliers certification required that states all plants and landscape material is free from contamination by imported fire ants. Label data substantiating that plants, trees, shrubs, and planting materials comply with specified requirements.

B. Certification of grass seed from seed vendor for each grass‐seed mixture stating the botanical and common name and percentage by weight of each species and variety, and percentage of purity, germination, and weed seed. Include the year of production and date of packaging. Certification of each seed mixture for sod, identifying sod source, including name and telephone number of supplier.

C. Samples of each of the following:

a. 5 lb (2 kg) of mineral mulch for each color and texture of stone (if required forProject, in labeled plastic bags.

D. Edging materials and accessories, if applicable, to verify color selected. Qualification data for firms and persons supplying and installing landscaping (see Quality Assurance section below) to demonstrate their capabilities and experience. Include lists of completed projects with project names and addresses, names and address of architects and owners, and other information specified. Material test reports from qualified independent testing agency indicating and interpreting test results relative to compliance of the following materials with requirements indicated. Analysis of existing surface soil. Analysis of imported topsoil. Planting schedule indicating anticipated dates and locations for each type of planting.

E. Maintenance instructions recommending procedures to be established by Owner for maintenance of landscaping during an entire year.

1.04 QUALITY ASSURANCE

A. Installer Qualifications: Engage only a North Carolina licensed Landscape Contractor who has completed landscaping work similar in material, design, and extent to that indicated for this Project and with a record of successful landscape establishment.

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B. Installer's Field Supervision: Require Installer to maintain an experienced full‐time supervisor on the Project site during times that landscaping is in progress.

C. Testing Agency Qualifications: To qualify for acceptance, an independent testing agency must demonstrate to Architect's satisfaction, based on evaluation of agency‐submitted criteria conforming to ASTM E 699, that it has the experience and capability to satisfactorily conduct the testing indicated without delaying the Work. Provide quality, size, genus, species, and variety of trees and shrubs indicated, complying with applicable requirements of ANSI Z60.1 "American Standard for Nursery Stock." The Town shall have an opportunity to inspect all materials prior to installation and to reject materials that do not meet specifications.

D. Topsoil Analysis: Furnish a soil analysis made by a qualified independent soil‐testing agency stating percentages of organic matter, inorganic matter (silt, clay, and sand), deleterious material, pH, and mineral and plant‐nutrient content of topsoil. Report suitability of topsoil for growth of applicable planting material. State recommended quantities of nitrogen, phosphorus, and potash nutrients and any limestone, aluminum sulfate, or other soil amendments to be added to produce a satisfactory topsoil.

E. Measurements: Measure trees and shrubs according to ANSI Z60.1 with branches and trunks or canes in their normal position. Do not prune to obtain required sizes. Take caliper measurements 6 inches (150 mm) above ground for trees up to 4‐inch (100‐mm) caliper size, and 12 inches (300 mm) above ground for larger sizes. Measure main body of tree or shrub for height and spread; do not measure branches or roots tip‐to‐tip.

F. Preinstallation Conference: Conduct conference at Project site with Inspector prior to installation of landscape materials.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Packaged Materials: Deliver packaged materials in containers showing weight, analysis, and name of manufacturer. Protect materials from deterioration during delivery and while stored at site.

B. Seed: Deliver seed in original sealed, labeled, and undamaged containers.

C. Sod: Harvest, deliver, store, and handle sod according to the requirements of the American Sod Producers Association's (ASPA) "Specifications for Turfgrass Sod Materials and Transplanting/Installing."

D. Trees and Shrubs: Deliver freshly dug trees and shrubs. Do not prune before delivery, except as approved by Architect. Protect bark, branches, and root systems from sun scald, drying, sweating, whipping, and other handling and tying damage. Do not bend or bind‐tie trees or shrubs in such a manner as to destroy natural shape. Provide protective covering during delivery. Do not drop trees and shrubs during delivery. Immediately after digging bare‐root stock, pack root system in wet straw, hay, or other suitable material to keep root system moist until planting. Handle balled and burlapped stock by the root ball. Deliver trees, shrubs, ground covers, and plants after preparations for planting have been completed and install immediately. If planting is delayed more than 6 hours after delivery, set planting materials in shade, protect from weather and mechanical damage, and keep roots moist. Heel‐in bare‐root stock. Soak roots in water for 2 hours if dried out. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other acceptable material. Do not keep plant material stored on or in an unrefrigerated truck when temperatures exceed sixty degrees. Do not remove container‐grown stock from containers before time of planting. Water root systems of trees and shrubs stored on site with a fine‐mist spray. Water as often as necessary to maintain root systems in a moist condition.

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1.06 PROJECT CONDITIONS

A. Utilities: Determine location of above‐grade and underground utilities and perform work in a manner which will avoid damage. Hand excavate, as required. Maintain grade stakes until removal is mutually agreed upon by parties concerned.

B. Excavation: When conditions detrimental to plant growth are encountered, such as rubble fill, adverse drainage conditions, or obstructions, notify Architect before planting.

1.07 COORDINATION AND SCHEDULING

A. Coordinate installation of planting materials during normal planting seasons for each type of plant material required.

1.08 WARRANTY

A. General Warranty: The special warranty specified in this Article shall not deprive the Owner of other rights the Owner may have under other provisions of the Contract Documents and shall be in addition to, and run concurrent with, other warranties made by the Contractor under requirements of the Contract Documents.

B. Special Warranty: Warrant the following living planting materials for a period of one year after date of Final Completion, against defects including death and unsatisfactory growth, as well as adequate maintenance, neglect, or abuse. Contractor shall water plant material during one year warranty period.

1. Trees.

2. Shrubs.

3. Ground covers.

4. Plants.

5. Lawns

Remove and replace dead planting materials immediately if death occurs during appropriate planting season or plant in the succeeding planting season. Replace planting materials that are more than 25 percent dead or in an unhealthy condition at end of warranty period. A limit of one replacement of each plant material will be required, except for losses or replacements due to failure to comply with requirements.

PART 2 TREE AND SHRUB MAINTENANCE

2.01 WATERING

A. Contractor is responsible for providing water at no additional cost to the owner. Contractor shall thoroughly water all plant materials and seeded lawns to supplement at least the equivalent of one inch of rainfall weekly until final acceptance or the end of maintenance period which ever is greater. Do not install any sod before irrigation system is fully operational, if applicable.

B. Contractor to provide saucers, tightening and repairing stakes and guy supports, and resetting to proper grades or vertical position, as required to establish healthy, viable plantings. Spray as required to keep trees and shrubs free of insects and disease. Restore or replace damaged tree wrappings. Maintain trees and shrubs for the following period:

C. Maintenance Period: 3 months following Substantial Completion or up to Final Acceptance whichever is greater.

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2.02 GROUND COVER AND PLANT MAINTENANCE

A. Maintain ground cover and plants by watering, weeding, fertilizing, and other operations as

B.

required to establish healthy, viable plantings for the following period:

Maintenance Period: 3 months following Substantial Completion or up to Final Acceptance whichever is greater.

2.03 LAWN MAINTENANCE

A. Begin maintenance of lawns immediately after each area is planted and continue until acceptable lawn is established, but for not less than the following periods:

B. Sodded Lawns: 60 days after date of Substantial Completion or up to Final Acceptance whichever is greater.

C. Seeded Lawns: 60 days after date of Substantial Completion or up to Final Acceptance whichever is greater.

D. When full maintenance period has not elapsed before end of planting season, or if lawn is not fully established at that time, continue maintenance during next planting season. Maintain and establish lawns by watering, fertilizing, weeding, mowing, trimming, replanting, and other operations. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth lawn.

E. Watering: Provide and maintain temporary piping, hoses, and lawn‐watering equipment to convey water from sources and to keep seeded lawns uniformly moist to a depth of 4 inches (100 mm).

F. Water lawn at the minimum rate of 1 inch (25 mm) per week. Mow lawns as soon as there is enough top growth to cut with mower set at specified height for principal species planted. Repeat mowing as required to maintain specified height without cutting more than 40 percent of the grass height. Remove no more than 40 percent of grass‐leaf growth in initial or subsequent mowings. Do not delay mowing until grass blades bend over and become matted. Do not mow when grass is wet.

G. Postfertilization: Apply fertilizer to lawn after first mowing and when grass is dry. Use fertilizer that will provide actual nitrogen of at least 1 lb per 1000 sq. ft. (0.5 kg per 100 sq.

m) of lawn area.

PART 3 PRODUCTS

3.01 TREE AND SHRUB MATERIAL

A. General: Furnish nursery‐grown trees and shrubs conforming to ANSI Z60.1, with healthy root systems developed by transplanting or root pruning. Provide well‐shaped, fully‐branched, healthy, vigorous stock free of disease, insects, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement. See Plant List for size, caliper, and root requirements.

B. Grade: Provide trees and shrubs of sizes and grades conforming to ANSI Z60.1 for type of trees and shrubs required. Trees and shrubs of a larger size may be used if acceptable to Architect, with a proportionate increase in size of roots or balls. Label each tree and shrub with securely attached, waterproof tag bearing legible designation of botanical and common name. Label at least 1 tree and 1 shrub of each variety and caliper with a securely attached, waterproof tag bearing legible designation of botanical and common name.

3.02 SHADE AND FLOWERING TREES

A. Shade Trees: Single‐stem trees with straight trunk, well‐balanced crown, and intact leader, of height and caliper indicated, conforming to ANSI Z60.1 for type of trees required.

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B. Branching Height: 1/3 to 1/2 of tree height.

C. Small Trees: Small upright or spreading type, branched or pruned naturally according to species and type, and with relationship of caliper, height, and branching recommended by ANSI Z60.1, and stem form as follows:

D. Form: Multistem, shrub, with multiple stems.

E. Provide balled and burlapped trees. Container‐grown trees will be acceptable in lieu of balled and burlapped trees subject to meeting ANSI Z60.1 limitations for container stock.

3.03 DECIDUOUS SHRUBS

A. Form and Size: Deciduous shrubs with not less than the minimum number of canes required by and measured according to ANSI Z60.1 for type, shape, and height of shrub.

B. Container‐grown deciduous shrubs will be acceptable in lieu of balled and burlapped deciduous shrubs subject to meeting ANSI Z60.1 limitations for container stock.

3.04 CONIFEROUS EVERGREENS

A. Form and Size: Normal‐quality, well‐balanced, coniferous evergreens, of type, height, spread, and shape required, conforming to ANSI Z60.1.

B. Form and Size: Specimen‐quality, exceptionally heavy, tightly knit, symmetrically shaped coniferous evergreens of the following grade:

C. Heavy Grade: "XX."

D. Provide balled and burlapped coniferous evergreens. Container‐grown coniferous evergreens will be acceptable in lieu of balled and burlapped coniferous evergreens subject to meeting ANSI Z60.1 limitations for container stock.

3.05 BROADLEAF EVERGREENS

A. Form and Size: Normal‐quality, well‐balanced, broadleaf evergreens, of type, height, spread, and shape required, conforming to ANSI Z60.1.

B. Container‐grown broadleaf evergreens will be acceptable in lieu of balled and burlapped broadleaf evergreens subject to meeting ANSI Z60.1 limitations for container stock.

3.06 GROUND COVERS AND PLANTS

A. Provide ground covers and plants established and well rooted in removable containers or integral peat pots and with not less than the minimum number and length of runners required by ANSI Z60.1 for the pot size indicated.

3.07 GRASS MATERIALS

A. Grass Seed: Fresh, clean, dry, new‐crop seed complying with the Association of Official Seed Analysts' "Rules for Testing Seeds" for purity and germination tolerances.

B. Seed Mixture: Provide seed of grass species and varieties, proportions by weight, and minimum percentages of purity, germination, and maximum percentage of weed seed as indicated on the landscape and grading plans.

C. Sod: Sod shall be as specified in Special Construction Section of Contract Documents

3.08 TOPSOIL

A. Topsoil: ASTM D 5268, pH range of 5.5 to 7, 4 percent organic material minimum, free of stones 1 inch (25 mm) or larger in any dimension, and other extraneous materials harmful to plant growth.

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B. Topsoil Source: Reuse surface soil stockpiled on the site. Verify suitability of surface soil to produce topsoil meeting requirements and amend when necessary. Supplement with imported topsoil when quantities are insufficient. Clean topsoil of roots, plants, sods, stones, clay lumps, and other extraneous materials harmful to plant growth.

C. Topsoil Source: Amend existing surface soil to produce topsoil. Supplement with imported topsoil when required.

3.09 SOIL AMENDMENTS

A. Lime: ASTM C 602, Class T, agricultural limestone containing a minimum 80 percent calcium carbonate equivalent, with a minimum 99 percent passing a No. 8 (2.36 mm) sieve and a minimum 75 percent passing a No. 60 (250 micrometer) sieve. Provide lime in the form of dolomitic limestone.

B. Aluminum Sulfate: Commercial grade, unadulterated.

C. Sand: Clean, washed, natural or manufactured sand, free of toxic materials.

D. Perlite: Horticultural perlite, soil amendment grade.

E. Peat Humus: Finely divided or granular texture, with a pH range of 6 to 7.5, composed of partially decomposed moss peat (other than sphagnum), peat humus, or reed‐sedge peat.

1. For acid‐tolerant trees and shrubs, provide moss peat, with a pH range of 3.2 to 4.5,

F.

coarse fibrous texture, medium‐divided sphagnum moss peat or reed‐sedge peat. Sawdust or Ground‐Bark Humus: Decomposed, nitrogen‐treated, of uniform texture, free of chips, stones, sticks, soil, or toxic materials.

1. When site treated, mix with at least 0.15 lb (2.4 kg) of ammonium nitrate or 0.25 lb (4kg) of ammonium sulfate per cu. ft. (cu. m) of loose sawdust or ground bark.

G. Manure: Well‐rotted, unleached stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, and material harmful to plant growth.

H. Herbicides: EPA registered and approved, of type recommended by manufacturer.

I. Water: Potable.

J. Soil Conditioner: Shall be roto‐tilled into the existing topsoil in tree, shrub and groundcover beds. Use only pulverized pine bark mulch, shredded and decomposed leaves, or peat humus. All soil conditioners shall be free from diseases, insects, and other materials that may be hazardous to the plant material. All soil conditioners shall be thoroughly roto‐tilled into the existing parent soil by passing twice at right angles over the soil. Provide at least one cu. yd. of soil conditioner per 75 sq. ft. of surface area or provide at least four inches of soil conditioner over existing parent soil, whichever is greater.

3.10 FERTILIZER

A.

B.

Bonemeal: Commercial, raw, finely ground; minimum of 4 percent nitrogen and 20 percent phosphoric acid. Superphosphate: Commercial, phosphate mixture, soluble; minimum of 20 percent available phosphoric acid.

C. Commercial Fertilizer: Commercial‐grade complete fertilizer of neutral character, consisting of fast‐ and slow‐release nitrogen, 50 percent derived from natural organic sources of urea‐form, phosphorous, and potassium in the following composition:

D. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil‐testing agency.

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E. Slow‐Release Fertilizer: Granular fertilizer consisting of 50 percent water‐insoluble nitrogen, phosphorus, and potassium in the following composition:

F. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified soil‐testing agency

3.11 MULCHES

A. Organic Mulch: Organic mulch, free from deleterious materials and suitable as a top dressing of trees and shrubs, consisting of one of the following:

1. Type: Pine needles and organic leaf mulch. ( See notes on plans for specificrequirements).

B. Asphalt Emulsion Tackifier: Asphalt emulsion, ASTM D 977, Grade SS‐1, nontoxic and free of plant growth‐ or germination‐inhibitors.

C. Non‐asphaltic Tackifier: Colloidal tackifier recommended by fiber‐mulch manufacturer for slurry application, nontoxic and free of plant growth‐ or germination‐inhibitors.

3.12 STAKES AND GUYS

A. Only Stake and Guy evergreen trees and shrubs five feet and taller. Do not stake decedious trees. Only Stake and Guy Evergreen trees and shrubs five feet and taller. Do not stake decedious trees.

B. Upright and Guy Stakes: Rough‐sawn, sound, new hardwood, redwood, or pressure‐preservative‐treated softwood, free of knots, holes, cross grain, and other defects, 2 by 2 inches (50 by 50 mm) by length indicated, pointed at one end.

1. Guy and Tie Wire: ASTM A 641 (ASTM A 641M), Class 1, galvanized‐steel wire, 2‐strand, twisted, 0.106 inch (2.7 mm) in diameter.

C. Guy Cable: 5‐strand, 3/16‐inch (4.8‐mm) diameter, galvanized‐steel cable, with zinc‐coated turn buckles, 3‐inch‐ (75‐mm‐) long minimum, with two 3/8‐inch‐ (10‐mm‐) galvanized eyebolts.

D. Hose Chafing Guard: Reinforced rubber or plastic hose at least 1/2 inch (13 mm) in diameter, black, cut to lengths required to protect tree trunks from damage.

E. Flags: Standard surveyor's plastic flagging tape, white, 6 inches (150 mm) long.

3.13 MISCELLANEOUS MATERIALS

A. Antidesiccant: Water‐insoluble emulsion, permeable moisture retarder, film forming, for trees and shrubs. Deliver in original, sealed, and fully labeled containers and mix according to manufacturer's instructions.

B. Trunk‐Wrap Tape: Two layers of crinkled paper cemented together with bituminous material, 4 inches (102 mm) wide minimum, with stretch factor of 33 percent.

PART 4 EXECUTION

4.01 EXAMINATION

A. Examine areas to receive landscaping for compliance with requirements and for conditions affecting performance of work of this Section. Do not proceed with installation until unsatisfactory conditions have been corrected.

4.02 PREPARATION

A. Lay out individual tree and shrub locations and areas for multiple plantings. Stake locations, outline areas, and secure Inspector's acceptance at Pre‐installation meeting before the start of planting work. Make minor adjustments as may be required.

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4.03 PLANTING SOIL PREPARATION

A. Before mixing, clean topsoil of roots, plants, sods, stones, clay lumps, and other extraneous materials harmful to plant growth. Mix soil amendments and fertilizers with topsoil at rates indicated. Delay mixing fertilizer if planting does not follow placing of planting soil within a few days.

B. Planting Soil Amendments: See Landscape plans and Soil Amendments for specific requirements. For tree pit or trench backfill, mix planting soil before backfilling and stockpile at site. For planting beds and lawns, mix planting soil either prior to planting or apply on surface of topsoil and mix thoroughly before planting. Mix lime with dry soil prior to mixing fertilizer. Prevent lime from contacting roots of acid‐tolerant plants. Apply phosphoric acid fertilizer, other than that constituting a portion of complete fertilizers, directly to subgrade before applying planting soil and tilling.

4.04 LAWN PLANTING PREPARATION

A. Limit subgrade preparation to areas that will be planted in the immediate future. Loosen subgrade to a minimum depth of 4 inches (100 mm). Remove stones larger than 1‐1/2 inches (38 mm) in any dimension and sticks, roots, rubbish, and other extraneous materials. Spread planting soil mixture to depth required to meet thickness, grades, and elevations shown, after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen.

B. Place approximately 1/2 the thickness of planting soil mixture required. Work into top of loosened subgrade to create a transition layer and then place remainder of planting soil mixture. Preparation of Unchanged Grades: Where lawns are to be planted in areas unaltered or undisturbed by excavating, grading, or surface soil stripping operations, prepare soil as follows:

C. Remove and dispose of existing grass, vegetation, and turf. Do not turn over into soil being prepared for lawns. Till surface soil to a depth of at least 6 inches (150 mm). Apply required soil amendments and initial fertilizers and mix thoroughly into top 4 inches (100 mm) of soil. Trim high areas and fill in depressions. Till soil to a homogenous mixture of fine texture. Clean surface soil of roots, plants, sods, stones, clay lumps, and other extraneous materials harmful to plant growth.

D. Remove waste material, including grass, vegetation, and turf, and legally dispose of it off the Owner's property. Grade lawn and grass areas to a smooth, even surface with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit fine grading to areas that can be planted in the immediate future. Remove trash, debris, stones larger than 1‐1/2 inches (38 mm) in any dimension, and other objects that may interfere with planting or maintenance operations. Moisten prepared lawn areas before planting when soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil. Restore prepared areas if eroded or otherwise disturbed after fine grading and before planting.

4.05 GROUND COVER, PLANT BED AND TREE PLANTING PREPARATION

A. Loosen subgrade of planting bed areas to a minimum depth of 6 inches (150 mm). Remove stones larger than 1‐1/2 inches (38 mm) in any dimension and sticks, roots, rubbish, and other extraneous materials. Spread planting soil mixture to depth required to meet thickness, grades, and elevations shown, after light rolling and natural settlement. Place approximately 1/2 the thickness of planting soil mixture required. Work into top of loosened subgrade to create a transition layer and then place remainder of planting soil mixture and repeat tilling at right angle to first pass and complete fine grading. Till soil in beds to a minimum depth of 8 inches (200 mm) and mix with specified soil amendments and fertilizers.

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4.06 EXCAVATION FOR TREES AND SHRUBS

A. Pits and Trenches: Excavate with vertical sides and with bottom of excavation slightly raised at center to assist drainage. Loosen hard subsoil in bottom of excavation for containerized plant material only.

B. Balled and Burlapped Trees and Shrubs: Excavate 1‐1/2 to 2 times as wide as ball diameter and equal to ball depth, plus the following setting layer depth:

C. Setting Layer: Allow 3 inches (75 mm) of planting soil.

D. Container‐Grown Trees and Shrubs: Excavate1‐1/2 to 2 times as wide as plant ball diameter, plus the following setting‐layer depth:

E. Setting Layer: Allow 3 inches (75 mm) of planting soil.

F. Where drain tile is shown or required under planted areas, excavate to top of porous backfill over tile. Dispose of excess subsoil removed from landscape excavations. Mix subsoil with soil conditioner and backfill.

G. Obstructions: Notify Architect if unexpected rock or obstructions detrimental to trees or shrubs are encountered in excavations.

H. Hardpan Layer: Drill 6‐inch‐ (150‐mm‐) diameter holes into free‐draining strata or to a depth of 10 feet (3 m), whichever is less, and backfill with free‐draining material if hard pan is encountered.

I. Drainage: Notify Architect if subsoil conditions evidence unexpected water seepage or retention in tree or shrub pits.

J. Fill excavations with water and allow to percolate out, before placing setting layer and positioning trees and shrubs.

4.07 PLANTING TREES AND SHRUBS

A. Set balled and burlapped stock plumb and in center of pit or trench with top of ball raised above adjacent finish grades as indicated on planting details. Place stock on undisturbed soil layer. Remove burlap and wire baskets from tops of balls and partially from sides, but do not remove from under balls. Remove pallets, if any, before setting. Do not use planting stock if ball is cracked or broken before or during planting operation. Do not roll down or place removed burlap in hole.

B. Place backfill around ball in layers, lightly tamping to settle backfill and eliminate voids and air pockets. When pit is approximately 1/2 backfilled, water thoroughly before placing remainder of backfill. Repeat watering until no more is absorbed. Water again after placing and tamping final layer of backfill. Set container‐grown stock plumb and in center of pit or trench with top of ball raised above adjacent finish grades as indicated on planting details. Carefully remove containers and thoroughly scarify roots to promote outward and downward growth. Root‐bound plants shall not be planted. Place stock on setting layer of compacted planting soil.

C. Place backfill around ball in layers, lightly tamping to settle backfill and eliminate voids and air pockets. When pit is approximately 1/2 backfilled, water thoroughly before placing remainder of backfill. Repeat watering until no more is absorbed. Water again after placing and tamping final layer of backfill. Dish and tamp top of backfill to form a 3‐inch‐ (75‐mm‐) high mound around the rim of the pit. Do not cover top of root ball with backfill.

D. Wrap trees of 2‐inch (50‐mm) caliper and larger with trunk‐wrap tape. Start at base of trunk and spiral cover trunk to height of first branches. Overlap wrap, exposing half the width, and

25

securely attach without causing girdling. Inspect tree trunks for injury, improper pruning, and insect infestation and take corrective measures required before wrapping.

4.08 TREE AND SHRUB PRUNING

A. Prune, thin, and shape trees and shrubs as described below or as directed by the Landscape Architect. Unless otherwise directed by Landscape Architect, do not cut tree leaders; remove only injured or dead branches from trees. Prune shrubs to retain natural character. Shrub sizes indicated are size after pruning.

4.09 TREE AND SHRUB GUYING AND STAKING

A. Stake only evergreen trees of 5’ height or 2” min.caliper only. Do not stake decedious trees.

B. Upright Staking and Tying: Stake trees of 2‐ through 5‐inch (50‐ through 125‐mm) caliper. Stake trees of less than 2‐inch (50‐mm) caliper only as required to prevent wind tip‐out. Use a minimum of 2 stakes of length required to penetrate at least 18 inches (450 mm) below bottom of backfilled excavation and to extend at least 72 inches (1800 mm) above grade. Set vertical stakes and space to avoid penetrating balls or root masses. Support trees with 2 strands of tie wire encased in hose sections at contact points with tree trunk. Allow enough slack to avoid rigid restraint of tree.

C. Guying and Staking: Guy and stake trees exceeding 14 feet (4.2 m) and more than 3‐inch (75‐mm) caliper unless otherwise indicated. Securely attach no fewer than 3 guys to stakes 30 inches (760 mm) long, driven to grade. Attach flags to each guy wire, 30 inches (760 mm) above finish grade.

D. Removal of Staking and Guying: Contractor shall return to the site at the end of the Warrantee Period or at the end of one full growing season and completely remove from site all staking and guying materials.

4.10 PLANTING GROUND COVER AND PLANTS

A. Space ground cover and plants as indicated. Dig holes large enough to allow spreading of roots, and backfill with planting soil. Work soil around roots to eliminate air pockets and leave a slight saucer indentation around plants to hold water. Water thoroughly after planting, taking care not to cover plant crowns with wet soil.

4.11 MULCHING

A. Mulch backfilled surfaces of pits, trenches, planted areas, trees and other beds as shown on the plans or details.

B. Organic Mulch: Apply the following average thickness of organic mulch and finish level with adjacent finish grades. Do not place mulch against trunks or stems. All areas not designated to receive lawn or sod shall be mulched accordingly.

C. Thickness: 4” of organic triple‐shredded hardwood bark.

4.12 SEEDING AND SODDING NEW LAWNS

A. Sow seed with a spreader or a seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph (8 km/h). Evenly distribute seed by sowing equal quantities in 2 directions at right angles to each other. Do not use wet seed or seed that is moldy or otherwise damaged in transit or storage. Sow seed at the following rates:

1. Seeding Rate: 5 to 8 lb per 1000 sq. ft. (2.5 to 4 kg per 100 sq. m).

B. Rake seed lightly into top 1/8 inch (3 mm) of topsoil, roll lightly, and water with fine spray.

C. Protect seeded slopes exceeding 1:4 against erosion with erosion‐control blankets installed and stapled according to manufacturer's recommendations. Protect seeded areas with slopes less than 1:6 against erosion by spreading straw mulch after completion of seeding

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operations. Spread uniformly at a minimum rate of 2 tons per acre (45 kg per 100 sq. m) to form a continuous blanket 1‐1/2 inches (38 mm) loose depth over seeded areas. Spread by hand, blower, or other suitable equipment.

D. Anchor straw mulch by spraying with asphalt‐emulsion tackifier at the rate of 10 to 13 gal. per 1000 sq. ft. (41 to 53 L per 100 sq. m). Take precautions to prevent damage or staining of structures or other plantings adjacent to mulched areas. Immediately clean damaged or stained areas.

E. Protect seeded areas against hot, dry weather or drying winds by applying peat mulch within 24 hours after completion of seeding operations. Soak and scatter uniformly to a depth of 3/16 inch (4.8 mm) thick and roll to a smooth surface. Install Zoysia Sod in continous rows with tight uniform joints. Stagger rows to offset horizontal joints. All sod should be delivered to the job site the same day or within 24 hours from being harvested and shall be installed the same day as delivered. Do not install sod onto saturated muddy soil. Water sod lightly and roll sod immediately following installation.

4.13 RECONDITIONING LAWNS

A. Recondition existing lawn areas damaged by Contractor's operations, including storage of materials or equipment and movement of vehicles. Also recondition lawn areas where settlement or washouts occur or where minor regrading is required. Recondition other existing lawn areas. Remove sod and vegetation from diseased or unsatisfactory lawn areas; do not bury into soil. Remove topsoil containing foreign materials resulting from Contractor's operations, including oil drippings, fuel spills, stone, gravel, and other construction materials, and replace with new topsoil.

B. Where substantial lawn remains, mow, dethatch, core aerate, and rake. Remove weeds before seeding. Where weeds are extensive, apply selective herbicides as required. Do not use pre‐emergence herbicides. Remove waste and foreign materials, including weeds, soil cores, grass, vegetation, and turf, and legally dispose of it off the Owner's property. Till stripped, bare, and compacted areas thoroughly to a depth of 6 inches (150 mm).

C. Apply required soil amendments and initial fertilizers and mix thoroughly into top 4 inches (100 mm) of soil. Provide new planting soil as required to fill low spots and meet new finish grades. Apply seed and protect with straw mulch as required for new lawns. Water newly planted areas and keep moist until new grass is established.

4.14 INSTALLATION OF MISCELLANEOUS MATERIALS

A. Apply antidesiccant using power spray to provide an adequate film over trunks, branches, stems, twigs, and foliage. When deciduous trees or shrubs are moved in full‐leaf, spray with antidesiccant at nursery before moving and again 2 weeks after planting.

4.15 CLEANUP AND PROTECTION

A. During landscaping, keep pavements clean and work area in an orderly condition. Protect landscaping from damage due to landscape operations, operations by other contractors and trades, and trespassers. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged landscape work as directed.

4.16 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove surplus soil and waste material, including excess subsoil, unsuitable soil, trash, and debris, and legally dispose of it off the Owner's property.

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4.17 PLANTING SOIL AMENDMENTS SCHEDULE

A. Apply lime, bonemeal, superphosphate, potash, nitrogen, etc. at rates directed from the results of independent soil tests. A minimum of two tests for each planting area required (for lawns, shrub beds, trees, etc.). Submit application rates for trees, shrubs, groundcovers, and lawns to the Landscape Architect for approval prior to installation.

B. Tree Pits or Trenches: Provide soil amendments in not less than the following quantities:

1. Ratio of loose soil conditioners to topsoil by volume: <1 cu. yd. per 75 sq. ft.>

C. Ground Cover and Planting Beds: Provide soil amendments in not less than the following quantities:

1. Ratio of loose soil conditioners to topsoil by volume: <1 cu. yd. per 75 sq.ft.>

D. Lawns: Provide soil amendments in not less than the following quantities:

1. Ratio of loose soil conditioners to topsoil by volume: <1 cu. yd. per 125 sq.ft.>

2. Lime <5lbs. per 1,000sq. ft.>

4.18 SEED MIXTURES SCHEDULE

A. As indicated on drawings.

PART 5 PAYMENT

5.01 BASIS OF PAYMENT: PAYMENT FOR “LANDSCAPING” SHALL BE AT THE UNIT PRICE PER AREA OR LUMP SUM OR AT THE CONTRACT UNIT PRICE FOR EACH ITEM AS INDICATED ON THE ITEMIZED PROPOSAL. PRICE AND PAYMENT SHALL INCLUDE FURNISHING MATERIALS, INSTALLATION, AND REMOVAL AT THE END OF THE PROJECT.

END OF SECTION

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EXCAVATION, BACKFILL, AND COMPACTION

PART 1 GENERAL

1.01 THE REQUIREMENT

A. Furnish all labor, materials, equipment, and incidentals necessary to perform all excavation, backfill, compaction, and grading required completing the work shown on the Drawings and specified herein.

B. The work shall include, but not necessarily be limited to excavation, backfilling, grading, compaction, disposal of waste and surplus materials, placing crushed stone, construction of berms, and all related work such as sheeting, bracing and dewatering.

1. All excavation, trenching, and related sheeting, bracing, etc. shall comply with therequirements of OSHA excavation safety standards 29 CFR Part 1926.650 Subpart P and Staterequirements.

a. Where conflict between OSHA and State regulations exists, the more stringentrequirements shall apply.

2. Excavated topsoil and excess cut material will be stockpiled in locations approved by theENGINEER.

1.02 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS

A. Without limiting the generality of the other requirements of the Specifications, all work herein shall conform to the applicable requirements of the following documents.

1. North Carolina Department of Transportation Standard Specifications for Roads andStructures.

2. ASTM C 127 ‐ Test for Specific Gravity and Absorption of Coarse Aggregate

3. ASTM C 136 ‐Test for Sieve Analysis of Fine and Coarse Aggregates

4. ASTM D 422 ‐ Particle Size Analysis of Soils

5. ASTM D 423 ‐ Test for Liquid Limit of Soils

6. ASTM D 424 ‐ Test for Plastic Limit and Plasticity Index of Soils

7. ASTM C 535 ‐ Test for Resistance to Degradation of Large Size Coarse Aggregate byAbrasion and Impact in the Los Angeles Machine

8. ASTM D 698 ‐ Standard Method of Test for the Moisture ‐ Density Relations of Soils Using a5.5 lb. (2.5 kg) Rammer and a 12‐inch (305 mm) Drop

9. ASTM D1556 ‐ Test for Density of Soil in Place by the Sand‐Cone Method

10. ASTM D1557 ‐ Test for Moisture‐Density Relations of Soils and Soil Aggregate MixturesUsing 10‐lbs. (4.5 kg) Rammer and 18‐inch (457 mm) Drop

11. ASTM D2049 ‐ Test Method for Relative Density of Cohesionless Soils

12. ASTM D2167 ‐ Test for Density of Soil in Place by the Rubber‐Balloon Method

13. ASTM D2216 ‐ Test for Laboratory Determination of Water (Moisture) Content of Soil, Rock,and Soil Aggregate Mixtures

14. ASTM D2487 ‐ Test for Classification of Soils for Engineering Purposes

15. ASTM D2922 ‐ Test for Density of Soil and Soil‐Aggregate in Place by Nuclear Methods(Shallow Depth)

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1.03 SUBMITTALS

A. Excavation support designs shall be prepared by a licensed professional engineer, registered in the State of North Carolina, having a minimum of five years of professional experience in the design and construction of excavation support systems.

B. Submit a sealed copy of the required Engineering Certification Form in accordance with Section – Submittals prior to beginning work.

1.04 QUALITY ASSURANCE

A. Codes and Standards

1. Perform excavation work in compliance with applicable requirements of governingauthorities having jurisdiction.

B. Testing and Inspection Services

1. Provide access for testing agency to perform soil testing and inspection services for qualitycontrol during earthwork operations.

2. The CONTRACTOR will select the testing agency.

3. Testing agency will be paid by CONTRACTOR.

4. Allow testing agency to inspect and approve subgrades and fill layers beforeconstruction work is performed.

C. Compaction Testing

1. The testing agency shall be NCDOT certified.

2. Tests will be performed in accordance with applicable NC DOT, ASTM, or AASHTOstandard methods, unless otherwise specified.

a. The optimum moisture content and the maximum density of each type ofmaterial used for structural fill and backfill will be determined in accordance withASTM D698 or AASHTO T‐99.

b. The field moisture content of materials being compacted will be determined by ASTMD2216 ‐ Laboratory Determination of Moisture Content of Soil.

c. The field density of compacted material will be determined by ASTM D1556 ‐Testfor Density of Soil in Place by the Sand‐Cone Method, or by otheracceptable in‐place density testing method.

3. Testing Frequency

a. Tests shall be performed in sufficient numbers to ensure that the specifieddensity is being obtained. Frequency and location will be chosen by ENGINEER. Abid allowance will be used to compensate CONTRACTOR for testing.

b. Fill improperly compacted shall be reopened to the depth directed, then refilled andcompacted to the density specified at no additional cost to the OWNER.

1.05 JOB CONDITIONS

A. Carefully maintain all reference points, property markers, right‐of‐way markers, benchmarks, etc., and accurately restore if disturbed.

B. The presence of groundwater in the soil will not constitute a condition for which an increase in the contract price will be made.

C. Existing Utilities

1. CONTRACTOR is responsible for locating all utilities and protecting them from damage.

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2. Cooperate with OWNER and utility companies for maintaining services.

3. Do not break utility connections without notifying utility or OWNER a minimum of 48 hours inadvance and providing acceptable temporary services if required.

4. Repair damage to existing utilities as directed by utility company.

PART 2 PRODUCTS

2.01 SOIL

A. Soils for bedding and backfill are described in the ASTM D2487 Figure 1 soils classification chart, and, for purposes of these Specifications, are grouped into five (5) categories as follows, according to their suitability for this application:

1. Class I Soil ‐ Angular, 6 to 40 mm (1/4” to 1½“), graded stone, including a number of fillmaterials that have regional significance, such as coral, slag, cinders, crushed stone, andcrushed shells.

2. Class II Soil ‐ Coarse sands and gravels with maximum particle size of 40 mm (1‐1/2”),including variously graded sands and gravels containing small percentages of fines,generally granular and non‐cohesive, either wet or dry. Soil types GW, GP, SW, and SP areincluded in this class.

3. Class III Soil ‐ Fine sand and clayey gravels, including fine sands, sand‐clay mixtures, andgravel‐clay mixtures. Soil types GM, GC, SM, and SC are included in this class.

4. Class IV Soil ‐ Silt, silty clays, and clays, including inorganic clays and silts of medium to highplasticity and liquid limits. Soil types MH, ML, CH, and CL are included in this class. Thesematerials are not recommended for bedding, haunching, or initial backfill.

5. Class V Soil ‐ Includes the organic soils ‐ types OL, OH, and PT, as well as soils containingfrozen earth, debris, rocks larger than 1‐1/2 inches in diameter, and other foreignmaterials. These materials are not recommended for bedding, haunching, or initialbackfill for any of the accepted pipe materials.

2.02 FILL MATERIALS

A. Materials for use as fill shall be as described below. The CONTRACTOR shall notify the

B.

C.

ENGINEER of the source of each material.

Materials shall be furnished as required from approved off‐site sources and hauled to the site.

Common Fill

1. Common Fill shall consist of mineral soil free from organic materials, loam, wood, trash, andother objectionable materials which may be compressible or which cannot be properlycompacted.

2. Common fill shall not contain stones larger than 4 inches in largest dimension and shall have atleast 60% passing the No. 4 sieve, a maximum of 60% passing the No. 200 Sieve, a maximumliquid limit of 60, and a maximum plasticity index of 25.

3. Common Fill shall not contain granite blocks, broken concrete, masonry rubble, or other similarmaterials.

a. It shall have physical properties such that it can be readily spread andcompacted during filling.

b. Snow, ice and frozen soil will not be permitted.

D. Select Fill

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1. Select Fill shall be as specified above for Common Fill except that the material shallcontain no stones larger than two inches in largest dimension, a maximum of 50%passingthe No. 200 Sieve, a maximum liquid limit of 50 and a maximum plasticity index of 15.

E. Structural Fill

1. Structural Fill shall be as specified above for Select Fill except that the material shallhave a maximum liquid limit of 40% and a maximum plasticity index of 10 percent.

2. Structural Fill shall be used for roadway shoulder construction as indicated on theDrawings.

F. The soils shall be wetted or dried as necessary so that the moisture content during compaction is within 3% of the optimum moisture content as determined by ASTM D698.

G. Highly micaceous and elastic silts shall not be used for Common, Select Fill, or Structural Fill. 2.03

STONE FOR STABILIZATION OF FOUNDATION

A. Stone used for pipe bedding and trench stabilization shall meet the gradation requirements of standard aggregate size No. 67 as contained the Standard Specifications for Roads & Structures as published by the NC Department of Transportation, latest edition.

2.04 CRUSHED STONE

A. All crushed stone shall be silica material that is sound, hard, durable, resistant to weathering, as defined by ASTM D2488 and shall be free of overburden, spoil, shale, limestone, and organic material.

B. The stone shall be free of deleterious materials such as flat, elongated, friable, decomposed, or micaceous pieces.

1. Broken pieces of concrete, asphalt, or brick are not acceptable.

Crushed stone shall be of the size and type shown on the drawings. C. 2.05

RIP‐RAP

Provide NCDOT, Class A, B, I or II Rip Rap as shown on the drawings. A

B. Rip Rap shall comply with NCDOT Standard Specifications

PART 3 EXECUTION 3.01 GENERAL EXCAVATION

A. General excavation is expected to consist of removing unsuitable soils identified during proofrolling.

1. The bottom of the excavations shall be rendered firm and dry and in all respectsacceptable to the ENGINEER.

B. Excavation and dewatering shall be accomplished by methods that preserve the undisturbed state of subgrade soils.

1. Soils which become soft, loose, "quick", or otherwise unsatisfactory for support ofstructures, earthen or man‐made, as a result of inadequate excavation, dewatering,proofrolling, or other construction methods shall be removed and replaced as required by theENGINEER at the CONTRACTOR's expense.

C. Dewatering shall lower the groundwater to at least 1‐foot below excavation subgrade and prevent "boiling" condition or detrimental under‐seepage at the base of the excavation as specified herein.

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D. Excavation equipment shall be satisfactory for carrying out the work in accordance with the Specifications.

E. Proof‐roll exposed subgrades after stripping topsoil and organics with a minimum of two complete passes of a rubber tired heavy vehicle as approved by the ENGINEER.

1. All proofrolling shall be conducted in the presence of the ENGINEER.

2. The ENGINEER may require excavation and replacement or other remediation asnecessary to provide a firm, stable subgrade in areas that appear to be rutting, pumping, orotherwise appear unstable while proofrolling.

3.02 TRENCH EXCAVATION

A. Excavation for all trenches required for the installation of pipes shall be made to the depths indicated on the Drawings and in such a manner and to such widths as will give suitable room for laying the pipe within the trenches, for bracing and supporting the trench sides and for pumping and drainage facilities.

1. CONTRACTOR shall render the bottom of the excavations firm and stable and in allrespects acceptable to the ENGINEER.

2. The trench may be excavated by machinery to, or just below the designated subgrade providedthat the material remaining in the bottom of the trench is not disturbed.

3. Where pipe is to be installed in fill, fill shall be placed and compacted to at least 2 ft. above thetop of the pipe (rough grade elevation) and then trenches re‐excavated for pipe installation.

4. After the trench has been excavated as required to assure the correct invert and a space has beenexcavated for the pipe bells, lower the pipe into the trench.

5. The pipe shall be placed as near to the center of the trench allowing ample room for compactionon each side.

B. PVC Pipe

1. After excavation is completed, bed with 4" of Class I, Class II, or No. 67 stone material tobring trench bottom to grade. Excavated native material may be used if material conforms tothis specification.

2. After the joint has been made backfill to spring line of pipe with Class I, Class II, or No. 67stone material.

3. Compact backfill by hand tamping under the haunches of the pipe barrel to assure a firmcircular bearing surface for the pipe taking care not to move or raise the pipe or in any waycreate a non‐uniform bearing surface.

4. Pipe 3’ to 14’ of depth

a. Continue Class I, Class II, or No. 67 stone material to top of pipe in 8”‐12” layers andcompact.

5. Pipe 14’ to 20’ of depth

a. Continue Class I, Class II, or No. 67 stone material to 6” above the top of pipe in 8”‐12” layers and compact.

6. Pipe greater than 20’ of depth

a. Continue Class I backfill to 12” above the top of pipe in 8”‐12” layers andcompact.

7. Backfilling to Grade

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a. Backfill and compact from the top of embedment material to finished grade withsatisfactory soil material, compacting to the density required for the areaclassification.

b. Place backfill in even 8" layers and compact to the density required for the areaclassification.

c. The finished grade shall conform to elevations, slopes, and contours as indicated onthe drawings.

d. The CONTRACTOR shall be held responsible for settlement over all trenches, and heshall be required to add material and compact as directed if such settlementsoccur.

C. Ductile Iron Pipe

1. Pipe 3’ to 14’ of depth

a. After excavation and the joint has been made, bed with 4" of Class I, II, III, or IVbedding material. This may be the native trench bottom if material conforms to thisspecification.

b. Compact backfill by hand tamping under the haunches of the pipe barrel toassure a firm circular bearing surface for the pipe taking care not to move or raise thepipe or in any way create a non‐uniform bearing surface.

2. Pipe 14’ to 20’ of Depth

a. After excavation is completed, bed with 4" of Class I, Class II, or No. 67 stonematerial to bring trench bottom to grade.

b. After the joint has been made backfill to spring line of pipe with Class I, Class II, orNo. 67 stone material.

c. Compact backfill by hand tamping under the haunches of the pipe barrel toassure a firm circular bearing surface for the pipe taking care not to move or raise thepipe or in any way create a non‐uniform bearing surface.

3. Pipe greater than 20’ of depth

a. After excavation is completed, place 6" of Class I bedding material.

b. After the joint has been made, backfill with 4" to 6" of Class I bedding material.

c. Compact backfill by hand tamping under the haunches of the pipe barrel toassure a firm circular bearing surface for the pipe taking care not to move or raise thepipe or in any way create a non‐uniform bearing surface.

d. Continue Class I backfill to 6” above the top of pipe in 8”‐12” layers andcompact.

4. Backfilling to Grade

a. Backfill and compact from the top of embedment material to finished grade withsatisfactory soil material, compacting to the density required for the areaclassification.

b. Place backfill in even 8" layers and compact to the density required for the areaclassification.

c. The finished grade shall conform to elevations, slopes, and contours as indicated onthe drawings.

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d. The CONTRACTOR shall be held responsible for settlement over all trenches, and heshall be required to add material and compact as directed if such settlementsoccur.

3.03 ROCK EXCAVATION

A. Rock Excavation consists of blasting and removal of rock material for establishing the required subgrade elevation for pipe trenches, and shall include stockpiling excavated material and subsequent placement or disposal of it.

1. Trench Rock is defined as any material which cannot be practically excavated by aCaterpillar Model No. 330 hydraulic trackhoe, or equivalent, without the use of hoe‐ramming orblasting. Practical excavation is defined as the ability to remove at least 10 cubic yards ofmaterial during one hour of continuous digging. This classification does not include materialsuch as loose rock, concrete, or other materials that can be removed by means other than hoe‐ramming or blasting, but which for reasons of economy in excavating, the CONTRACTORchooses to remove by hoe‐ramming or blasting.

B. If Rock is Classified:

1. It is the responsibility of the CONTRACTOR to establish the top elevation of rock by testdigging with an excavator at not greater than 50‐foot intervals in the presence of theENGINEER.

2. The ENGINEER shall then establish the top elevation of the rock layer and compute thequantity of material to be classified as rock, and the CONTRACTOR shall be paidaccordingly.

3. There shall be no payment for rock excavated if the ENGINEER has not been notified toprepare measurements and confirm quantities in advance of such excavation.

3.04 BLASTING

A. Where blasting is necessary to perform the required excavations, the number and size of the charges shall be subject to the acceptance of the ENGINEER.

1. Explosives shall be of such quantity and power and used in such locations as will neither openseams nor otherwise disturb the rock outside the prescribed limits of excavation.

2. As the excavation approaches its final limits, the depth of holes for blasting and theamount of explosives used for each hole shall be reduced so that the underlying or adjacentrock will be neither disturbed nor shattered.

3. No blasting shall be permitted within 50‐feet of any existing structure.

4. The CONTRACTOR shall monitor the blasting operations as necessary to ensure that the workis conducted safely and without causing excessive air or ground pressures or displacements.

a. This shall include measuring air and ground pressure by the use of two (2)seismographs.

b. When blasting, the acceptable level of vibration shall be no higher than 2 inches persecond at any structure.

c. In residential and commercial areas, one seismograph shall be located near the closestexisting structure on the same side of the street as the blast, while the secondseismograph shall be located near the closest existing residential structure onthe opposite side of the street.

5. A blasting permit shall be obtained from the proper authorities.

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6. Permit shall be obtained not less than 24‐hours prior to transporting any explosivematerial or blasting agent.

7. The Fire Department may fix the hours of blasting.

8. Galvanometer shall be employed to check cap circuits.

9. CONTRACTOR shall maintain a blasting log for each and every shot containing not less thanthe following minimum information:

a. Date of shot

b. Time of shot

c. Crew Supervisor

d. Number and depth of holes

e. Approximate depth of overburden

f. Amount and type of explosive used in each hole

g. Type of caps used, i.e., instant or delay

h. Weather conditions

10. CONTRACTOR shall furnish ENGINEER with a copy of each blasting log.

3.05 MISCELLANEOUS EXCAVATION

A. The CONTRACTOR shall perform all excavations necessary for the placing of seeding and plants, for constructing roadways, and any other miscellaneous earth excavation required under this Contract.

3.06 PROTECTION

A. Sheeting and Bracing (if required)

1. Furnish, put in place, and maintain such sheeting and bracing as may be required byFederal, State and local safety requirements to support the sides of excavations; to preventany movement which could in any way diminish the width of the excavation below thatnecessary for proper construction; and to protect adjacent structures from undermining or otherdamage.

2. If the ENGINEER is of the opinion that at any location sufficient or proper supports have notbeen provided, he/she may order additional supports put in, and compliance with such ordershall not relieve or release the CONTRACTOR from his/her responsibility for the sufficiencyof such supports.

3. Care shall be taken to prevent voids outside of the sheeting, but if voids are formed, they shallbe immediately filled and rammed.

4. Where soil cannot be properly compacted to fill a void, lean concrete shall be used as backfill.

5. All voids shall be filled to the satisfaction of the ENGINEER. Sheeting and Bracing shall beinstalled and maintained in accordance with latest OSHA requirements andregulations.

6. Construct the sheeting outside the neat lines of the foundation, unless indicatedotherwise, to the extent deemed desirable for the method of operation.

7. Sheeting shall be plumb and securely braced and tied in position.

8. Sheeting and bracing shall be adequate to withstand all pressures to which the structure ortrench will be subjected.

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9. Any movement or bulging that may occur shall be corrected to provide the necessary clearancesand dimensions.

10. All sheeting and bracing shall be carefully removed in such manner as not to endanger theconstruction or other structures, utilities, or property.

11. All voids left or caused by withdrawal of sheeting shall be immediately refilled with sand,which must be approved by the ENGINEER, by ramming with tools especially adapted to thatpurpose, or otherwise as may be directed.

12. The right of the ENGINEER to order sheeting and bracing left in place shall not beconstrued as creating any obligation on his/her part to issue such orders and his/her failure toexercise his/her right to do so shall not relieve the CONTRACTOR from liability for damagesto persons or property occurring from or upon the work occasioned by negligence orotherwise, growing out of a failure on the part of the CONTRACTOR to leave in placesufficient sheeting and bracing to prevent any caving or moving of the ground.

13. No sheeting is to be withdrawn if driven below mid‐diameter of any pipe and under nocircumstances shall any sheeting be cut off at a level lower than 1‐ft above the top of any pipe.

B. Drainage and Dewatering

1. At all times during construction provide and maintain proper equipment and facilities toremove all water entering excavations and keep such excavations dry so as to obtain asatisfactory undisturbed subgrade condition until the fills, structures or pipes to be built thereonhave been completed to such extent that they will not be floated or otherwise damaged byallowing water into the excavated areas.

a. Groundwater shall be lowered to at least 1 foot below the bottom ofexcavations.

2. Dewatering shall at all times be conducted in such a manner as to preserve theundisturbed bearing capacity of the subgrade soils at proposed bottom of excavation.

a. Well or sump installations shall be constructed with proper sand filters toprevent drawing of finer grained soil from the surrounding ground.

3. Surface runoff shall be collected, drained to sumps, and pumped from the disposal unit tomaintain an excavation bottom free from standing water.

4. Take all additional precautions to prevent uplift of any structure during construction.

5. Drainage shall be disposed of so that flow or seepage back into the excavated area will beprevented.

6. Flotation shall be prevented by maintaining a positive and continuous operation of thedewatering system. The CONTRACTOR shall be fully responsible and liable for alldamages which may result from failure of this system.

7. Remove the dewatering equipment after the system is no longer required.

8. Take all necessary precautions to preclude the accidental discharge of fuel, oil, etc in order toprevent adverse effects on groundwater or surface water quality.

C. Slope Stability

1. The CONTRACTOR shall be solely responsible for the stability of embankments,unbalanced fills, stockpiles, and all other construction operations.

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3.07 GENERAL BACKFILL

A. Materials placed in fill areas shall be placed to the lines and grades shown on the Drawings.

1. Unless otherwise specified, Common Fill shall be used for backfill.

B. Fill shall be placed in accordance with the Contract Document.

C. Material conforming to the requirements of Common Fill shall be placed in layers having a maximum compacted thickness of 8‐inches measured before compaction and shall be compacted to at least 95%of its maximum density.

D. Select Fill shall be used where specified. Select Fill shall be placed in layers having a maximum compacted thickness of 8‐inches measured before compaction and shall be compacted to at least 98% of the maximum density.

E. Structural Fill shall be used where specified and shown on the Drawings.

1. Structural fill shall be placed in maximum compacted lift thickness of 6 inches and shall becompacted to at least 100%of its maximum density.

F. The surfaces of filled areas shall be graded to smooth true lines, conforming to grades indicated on the grading plan and no soft spots or uncompacted areas will be allowed in the work.

G. No compacting shall be done when the material is covered with frost or is frozen or is too wet either from rain or from excess application of water.

1. At such times, work shall be suspended until the previously placed and new materials havethawed and/or dried sufficiently to permit proper compaction.

H. All backfill shall be placed at a moisture content within 3% of Standard Proctor (ASTM D698) optimum moisture content

3.08 COMPACTION

A. General

1. Control soil compaction during construction providing minimum percentage of densityspecified for each area classification.

B. Percentage of Maximum Density Requirements

1. Compact soil to not less than the following percentages of maximum dry density for soils whichexhibit a well‐defined moisture density relationship determined in accordance with thesespecifications.

a. Structures

1) Compact top 12" of subgrade and each layer of backfill or fill material at 95%maximum dry density.

b. Pipes and Related Structures

1) Pipe bedding and embedment material to 90% maximum dry density.

2) Backfill and compact trenches in uniform layers from top of bedding andembedment material to finish grade to 95% maximum dry density.

c. Unpaved Areas

1) Compact top 6" of subgrade and each layer of backfill or fill material at 90%maximum dry density.

d. Pavements

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1) Compact top 12" of subbase and each layer of backfill or fill material at 98%maximum dry density.

e. Crushed Aggregate Base Course

1) Compact top 12" of subgrade and each 6" layer of crushed aggregate basecourse material to 100% maximum dry density.

f. Embankment

1) Compact to a density not less than 95% maximum dry density at moisturecontents ranging from ‐3% to +4% of optimum.

g. Moisture Control

1) Where subgrade or layer of soil material must be moisture conditioned beforecompaction, uniformly apply water to surface of subgrade, or layer of soilmaterial, taking care to prevent free water appearing on surface during orsubsequent to compaction operations.

2) Remove and replace, or scarify and air dry, soil material that is too wet topermit compaction to specified density.

3) Soil material that has been removed because it is too wet to permitcompaction may be stockpiled or spread and allowed to dry.

4) Assist drying by discing, harrowing, or pulverizing until moisture content isreduced to a satisfactory value as determined by the soils testing agency.

5) Payment for replacement of material that is too wet to compact will not beconsidered unless the material is still unsuitable after air‐drying.

6) The soils testing agency shall declare which materials are suitable orunsuitable.

3.09 ROAD SUBGRADE

A. The road subgrade for bituminous, concrete, and crushed stone pavement areas in fill sections shall consist of a two‐foot thick layer of Select Fill. The Select Fill shall be placed and compacted in accordance with the contract documents.

B. The road subgrade for bituminous, concrete, and crushed stone pavement areas in cut sections shall consist of firm natural soils as approved by the ENGINEER.

C. Road subgrades shall be proof‐rolled.

3.10 HANDLING OF SURPLUS MATERIAL

A. Excavated materials shall not be removed from the site except as specified by the ENGINEER.

1. Materials shall be neatly stockpiled on‐site at locations directed by the OWNER.

2. Excess materials shall be compacted and stockpiled in accordance with theCONTRACTOR’s fill placement plan.

3. CONTRACTOR shall provide erosion and sedimentation control measures as shown on thedrawings and specified in the Contract Documents.

END OF SECTION

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EARTHWORK

PART 1 GENERAL

1.01 SCOPE OF WORK

A. This is an Unclassified Lump Sum Excavation Project. The work covered by this section consists of the excavation, placement, and compaction or satisfactory disposal of all materials encountered within the limits of the work and the import of suitable borrow material as necessary for the construction of the project in conformity with the lines, grades, and cross sections shown on the plans or established by the Engineer.

B. Use care not to cause instability or displacement of the underlying or adjacent materials during construction. The Engineer reserves the right to affect the removal from the grading operation of any equipment that is causing instability or displacement of underlying or adjacent materials to the detriment of the section being constructed.

C. The Contractor shall fill areas that settle unevenly during the course of construction at no additional cost to the Owner.

D. Any areas set aside for materials storage shall be an area that is previously approved by the Engineer. No material storage shall occur within the Public Right‐of‐Way, sight triangles, or public easements without the written approval of the Owner.

E. Definitions:

1. SUBGRADE: That portion of the embankment, wetland, greenway trail, or landscapedareas, prepared as a foundation for the pavement structure, outlet structure, or hardscape as required per the plans or specifications.

2. SUBSOIL: The layer of soil under the topsoil on the surface of the ground. It is composedof a variable mixture of small particles such as sand, silt and/or clay, but it lacks the organic matter and humus content of topsoil.

3. TOPSOIL: “Non‐Structural Fill” organic, screened, free of rocks and debris, able tosupport plant life. Refer to Section 02285 Landscape and Planting for specifications

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION

3.01 UNCLASSIFIED EXCAVATION

A. All material excavated from the project limits in order to achieve the site lines, grades, and cross sections shown on the plans. This includes but not limited to concrete, asphalt, debris, abandoned utilities, and soil.

B. During excavation, the site's topsoil shall be stripped, screened, and stored for reuse in final grading and/or landscape repair. During backfilling, subsoil shall be placed and compacted as required to a depth ranging from 6 to 12 inches below grade. The set aside topsoil shall be used to backfill the remainder except under pavement, areas identified for potential future pathway, hardscape, or other structural areas without Owner’s written approval. If prior work has mixed the native topsoil into the subsoil, the loamier portions of excavated soil shall be used to backfill the remainder. This soil should be compacted only to the point necessary to meet acceptable temporary rough grade and to meet safety requirements. Topsoil removal shall include but not be limited to excavation, hauling or re‐hauling anywhere along the project, storing anywhere along the project, removal and disposal of undesirable and excess material offsite, any backfilling required, and maintaining the work. The areas designated by

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the Contractor to be set aside for materials storage shall be an area that’s previously approved by the Engineer.

C. For this project, clay liner installation shall be considered as part of the Earthwork. Pond clay liner shall be constructed as per the plans. It is assumed that suitable material for liner construction will be available as part of site excavation, however no additional payment will be made should suitable material not be found on site and has to be imported by the contractor.

D. Should hard rock be encountered requiring blasting for removal, a written PERMIT FOR BLASTING must be obtained first from the Owner’s Representative and then from the Town of Morrisville Fire Department or the appropriate jurisdiction for a fee a MINIMUM of 24 hours before any explosive material or blasting agents are transported into the Corporate Limits of Morrisville. Contractor shall work with town staff to notify all adjacent residents. Monitoring is required, Contractor should install and evaluate all seismic monitoring and respond with 24 hour to complaints and copy the Town with response and all coordination. This work shall be included in the lump sum of “Earthwork.”

E. Whenever encountered during work, remove any trash and non‐natural debris. Remove all roots and pieces of wood or debris larger than three (3) inches in diameter.

F. All suitable material removed in the excavation shall be used as far as practicable used in the formation of embankments, subgrades, and shoulders, and at such other places as may be indicated on the plans or directed by the Engineer. Unsuitable material and excess excavated material shall be properly disposed of offsite at no additional cost to the Owner.

G. The intersection of slopes with natural ground surfaces, including the beginning and ending of cut slopes, shall be uniformly rounded as shown on the plans or as may be directed by the Engineer. Concurrent with the excavation of cuts, the Contractor shall construct intercepting berm ditches or earth berms along and on top of the cut slopes at locations shown on the plans or designated by the Engineer. All slopes shall be finished to reasonably uniform surfaces acceptable for seeding and mulching operations. All protruding roots and other objectionable vegetation shall be removed from slopes.

H. The Contractor shall, as directed by the Engineer, cut off and plug all private utility lines, and remove all underground tanks encountered within the right of way or construction limits during construction in accordance with State requirements. This work shall be included in “Unclassified Excavation.”

I. When the Contractor's excavation operations encounter graves, the operations shall be temporarily discontinued in the vicinity of the graves and not resumed until so directed by the Engineer.

J. When the Contractor's excavation operations encounter artifacts of historical or archeological significance, the operations shall be temporarily discontinued in the vicinity of the artifacts and not resumed until so directed by the Engineer. Disposition of the artifacts shall be in accordance with the requirements of the State Division of Archives and History.

K. A tolerance of plus or minus 0.10 foot from the established grade will be permitted in the greenway trail after it has been graded to a uniform surface.

L. The Contractor shall be responsible during construction and until final acceptance for the maintenance of all work covered by this section.

M. During construction and until final acceptance, the Contractor shall shape the excavated surface to provide for the drainage of surface runoff along and throughout the length of the cut, shall construct temporary ditches, and use any other methods necessary to maintain the work covered by this section so that the work will not contribute to excessive soil erosion.

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N. As much as practicable, the Contractor shall perform the work covered by this subsection and the construction of embankments in such a manner that cut and fill slopes will be completed to final slopes and grade in a continuous operation. The operation of removing excavation material from any cut and the placement of embankment in any fill shall be a continuous operation to completion unless otherwise permitted by the Engineer.

O. If grading operations are suspended for any reason whatsoever, partially completed cut and fill slopes shall be brought to the required slope and the work of seeding and mulching or other required erosion control operations shall be performed.

P. NOTE: Time period prior to stabilization cannot exceed the Ground Stabilization Schedule as listed on the approved construction drawings.

3.02 EMBANKMENT

A. The work covered by this subsection consists of placing in embankments, backfills, and earth berms, suitable material excavated as previously described by these specifications in conformity with the lines, grades, and typical cross sections shown on the plans or established by the Engineer. It shall include the preparation of the areas upon which the embankment is to be constructed; the formation, compaction, stability, and maintenance of the embankment.

B. Before embankment construction is begun, all vegetation, debris, deleterious and unsuitable material shall be removed from the area within the limits of the embankment. Upon completion of clearing and stripping, the subgrade area to receive embankment shall be uniformly proofrolled under the observation of the Engineer. Proofrolling shall be accomplished using a loaded dump truck or similar pneumatic‐tired equipment of a minimum ten (10) ton static weight making at least four (4) passes over each area. Any areas which pump or deflect under proofrolling, or are otherwise deemed unsuitable by the Engineer, shall be stabilized or bridged as directed by the Engineer at no additional costs.

C. Embankment material and backfill material shall consist of clean, readily compactible earthen material with a maximum particle size of two (2) inches. Embankment material shall be free from debris, organic matter, frozen or deleterious material, and shall be approved for use by the Owner.

D. The embankment material shall be deposited and spread in successive, uniform, approximately horizontal layers of not more than eight (8) inches in depth, loose measurement, for the full width of the cross section, and shall be kept approximately level by the use of effective spreading equipment. Each layer of the embankment shall be thoroughly compacted as hereinafter specified. Hauling shall be distributed over the full width of the embankment, and in no case will deep ruts be allowed to form during the construction of the embankment. The embankment shall be properly drained at all times.

E. All embankment material shall be compacted as specified herein unless otherwise provided in the contract or directed by the Engineer. Compaction equipment used by the Contractor shall be adequate to produce the required compaction and produce a uniformly constructed embankment with all layers uniformly bound to all preceding layers.

F. The embankment material shall be compacted to at least 95% of the maximum dry density obtained by compacting a sample of the material in accordance with ASTM T‐99, except for the upper one foot of subbase below pavement base, which shall be compacted to at least 100% of the maximum dry density obtained by compacting a sample in accordance with ASTM T‐99. Embankment materials shall be compacted at a moisture content satisfactory to the Engineer, which shall be approximately that required to produce the maximum dry density. The Contractor shall dry or add moisture to the embankment material when required to provide a uniformly compacted and stable embankment.

G. Backfill materials placed around and over pipe culverts, box culverts, and arch culverts, and embankment materials placed around other structures, shall be clean select material. The

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material shall be placed and compacted in a manner, which will avoid unbalanced loading and will not produce undue stress on the structure. Such embankments shall be placed in loose layers not to exceed six (6) inches in depth and each layer shall be thoroughly compacted as hereinafter specified. All pipe culverts, box culverts, and arch culverts, after being backfilled as specified in this subsection, shall be protected by a three (3) foot cover of fill at any time that heavy hauling equipment is permitted to cross during construction of the roadway. Any damage or displacement to culverts or other structures due to the Contractor's operation shall be corrected or repaired by the Contractor prior to final acceptance at no cost to the Owner.

H. The Contractor shall be responsible during construction and until final acceptance for the maintenance of all embankments made under the contract.

I. During construction and until final acceptance, the Contractor shall construct temporary or permanent earth berms along the outer edges of the top surface of the embankment, construct temporary ditches, shape the embankment surface to provide for the drainage of surface runoff along and throughout the length of the embankments, and use any other methods necessary to maintain the work covered by this section so that the work will not contribute to excessive soil erosion.

J. The Contractor shall replace, at no cost to the Owner, any portion of embankments, which have become displaced or damaged due to carelessness or neglect on the part of the Contractor.

K. All embankments shall be brought to the grade and cross section shown on the plans, or established by the Engineer, prior to final inspection and acceptance by the Engineer.

3.03 UNDERCUT EXCAVATION

A. The work covered by this subsection consists of the excavation, placement, and compaction and/or satisfactory disposal of materials removed from a location below the finished graded cross section.

B. When the Engineer determines that the natural soil materials are undesirable in their location or condition, the Engineer may require the Contractor to remove this undesirable material and backfill with approved material properly compacted.

C. Where undercutting is required adjacent to or beneath the location of a proposed drainage structure, undercut and backfill shall be done over a sufficient distance adjacent to the installation to prevent future operations from disturbing the completed drainage structure.

D. All materials removed in the work of undercut excavation will be classified by the Engineer as either suitable for use without excessive manipulation and utilized by the Contractor elsewhere in the work, or unsuitable for further use and disposed of by the Contractor to an offsite location with no additional compensation.

E. The Contractor shall conduct undercut operations in such a way that the Engineer can take the necessary measurements before any backfill is placed.

F. Backfill in undercut areas shall be placed as a continuous operation along with the undercutting operation. Backfill material shall not be placed in water unless otherwise permitted by the Engineer.

3.04 BORROW EXCAVATION

A. The work covered by this subsection consists of the excavation of approved material from borrow sources and the hauling and placing of this material as required on the plans or as directed by the Engineer. It shall also include the satisfactory DISPOSAL OF UNSUITABLE MATERIAL OFFSITE AT NO ADDITIONAL EXPENSE TO THE OWNER OTHER THAN THE LUMP SUM AMOUNT REPRESENTED IN THIS SECTION. All work covered by this

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subsection shall be in accordance with Section 230 of the NCDOT, January 2012, “Standard Specifications for Roads and Structures,” Unless otherwise covered in these documents. All basis of payment for this work shall be in accordance with Part 9 – Basis of Payment of this specification. No separate payment shall be made for borrow excavation, refer to Part 9 – Basis of Payment of this specification.

3.05 DRAINAGE DITCH EXCAVATION

A. The work covered by this subsection consists of the excavation of drainage ditches. Drainage ditches will be defined as inlet or outlet ditches for pipe culverts and structures, channel changes and parallel or lateral ditches when such ditches are separated from the roadway slope by an area of natural ground or berm. All work covered by this subsection shall be in accordance with Section 240 of the NCDOT, January 2012, “Standard Specifications for Roads and Structures.” All basis of payment for this work shall be in accordance with Part 9 – Basis of Payment of this specification. No separate payment shall be made for drainageditch excavation, refer to Part 9 – Basis of Payment of this specification.

3.06 FINE GRADING SUBGRADE, SITE, TOPSOIL

A. The work covered by this section consists of the preparation, shaping, and compaction of either an unstabilized or stabilized greenway trail to a condition suitable for placement of base course, and pavement. It shall also include the cleaning, shaping, and maintenance of the stripping of existing vegetation; and the placement and compaction of all materials resulting from the shaping operation. Such work shall extend over those portions of the project which will be paved or receive hardscape under the contract. It shall also include the handling and placement of topsoil.

B. The embankment, wetland, greenway trail, or landscaped areas shall be shaped to conform to the lines, grades, and typical sections shown on the plans or established by the Engineer. All existing vegetation shall be stripped from the ground surface wherever shaping of the embankment, wetland, greenway trail, or landscaped area is to be done. All suitable surplus material shall be utilized in the construction of the project. Surplus material in excess of that needed for the project shall be disposed of as waste offsite.

C. All unsuitable material, rock, boulders, and all vegetative matter shall be removed from the project site and replaced with suitable material. Suitable material, when not available from the shaping or fine grading operation, shall be obtained from project excavation or borrow sources.

D. Site shall be cleaned, reshaped, and maintained in a satisfactory condition until final acceptance of the project.

E. The Contractor shall conduct his operations in such a manner as to avoid damage to any previously constructed structures and facilities.

F. PREPARATION OF SUBGRADE

1. The subgrade shall be shaped to the lines, grades, and typical sections shown on theplans. Where the Engineer directs that areas of the subgrade are to be stabilized with aggregate, the subgrade surface in such areas may, subject to the approval of the Engineer, be left uniformly below grade to provide for the addition of the stabilizer material.

2. Material excavated in preparing the subgrade shall be stored or stockpiled in such amanner as to not interfere with proper drainage or any subsequent operations of stabilization, or placing base or pavement.

G. COMPACTION OF SUBGRADE

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1. All material to a depth of 8 inches below the finished surface of the subgrade shall becompacted to a density equal to at least 100% of that obtained by compacting a sample of the material in accordance with AASHTO T99 as modified by the Department. Copies of these modified testing procedures are available upon request from the Materials and Test Unit.

2. The subgrade shall be compacted at a moisture content which is approximately thatrequired to produce the maximum density indicated by the above test method. The Contractor shall dry or add moisture to the subgrade when required to provide a uniformly compacted and acceptable subgrade.

3. Where the subgrade is to be stabilized with lime, aggregate, or cement, the abovedensity requirements will not apply prior to the incorporation of the stabilizing material but compaction shall be in accordance with the requirements of Article 501 10, 510 3, or 542 9, of the NCDOT, January 2012, “Standard Specifications for Roads and Structures” as appropriate.

H. TOPSOIL

1. All landscaped areas are to receive topsoil as specified within section 22000 LandscapeRequirements of this contract and as per the construction drawings. All necessary stripping of site topsoil, temporary stockpiling, hauling, topsoil amendments, supplement of onsite material with imported topsoil, disposal offsite of excess or unsuitable topsoil, and all other work necessary to prepare the landscaped areas for their required plantings or seeding shall be covered with this work AT NO ADDITIONAL EXPENSE TO THE OWNER OTHER THAN THE LUMP SUM AMOUNT REPRESENTED IN THIS SECTION.

I. TOLERANCES

1. A tolerance of plus or minus 1/2 inch from the established grade will be permitted afterthe subgrade has been graded to a uniform surface.

2. The maximum differential between the established grade and the graded subgrade

J.

within any 100‐foot section shall be 1/2 inch.

PROTECTION OF SUBGRADE

1. Ditches and drains shall be provided and maintained as may be necessary to satisfactorydrain the subgrade. Where previously approved subgrade is damaged by natural causes, by hauling equipment, or by other traffic, the Contractor shall restore the subgrade to the required lines, grades, and typical sections and to the required density at no additional cost to the Owner.

3.07 INCIDENTAL GRADING

A. The work covered by this subsection consists of any additional earthwork beyond the scope of the original contract due to Owner or Engineer directed revisions in the field that cumulatively does not exceed 500 cu yd of excavation/borrow and place/disposal offsite.

B. All work covered by this subsection shall be in accordance with Parts 2 to Part 7 of this Section as appropriate.

C. The quantity of earthwork covered under this section for will be the actual number of cubic yards of excavation as computed by the Average End Area Method, by the Engineer, based upon the plan cross‐sections. Shrinkage or swell factors shall not be used in calculating excavation quantities.

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PART 4 BASIS OF PAYMENT

A. Earthwork will be paid at the contract lump sum price, regardless of the quantity needed to build the project to design. Partial payments will be equal to the percentage of such item that is completed as estimated by the engineer.

B. This price and payment will be full compensation for all work covered by this section, the construction drawings, and all other applicable specifications, including but not limited to:

1. Unclassified Excavation;

2. Embankment;

3. Undercut Excavation;

4. Borrow Excavation;

5. Drainage Ditch Excavation;

6. Fine Grading Subgrade, Site, Topsoil;

7. Final Grading;

8. Incidental Grading

C. No additional Payments will be made for:

1. Extra Handling or hauling of material onsite or offsite.

2. Moisture adjustment of material.

3. Construction, maintenance and restoration of Haul roads.

4. Watering for dust control.

5. Blasting of rock, or the associated permitting, fees, and offsite disposal of unsuitableblasted material.

6. Excavation, handling, hauling, and disposal of any material uncovered during the projectexcavation deemed hazardous or unsuitable by the contract, Owner, Inspector, or the Owner’s Representatives.

7. Undercut excavation as required by this contract, Owner, Inspector, or the Owner’sRepresentatives due to existing site conditions, necessary due to actions by the Contractor and his sub‐contractors, or necessary due to weather.

8. Any other aspect of the work or incidental measures, whether or not specificallymentioned in the contract that are necessary and/or ancillary components to the Earthwork.

END OF SECTION

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PAVING AND

SURFACING PART 1 GENERAL

1.01 THE REQUIREMENT

A. Furnish all labor, equipment, and materials and perform all operations in connection with the construction of asphalt concrete pavement, asphalt concrete overlay, reinforced concrete pavement, gravel roads, concrete curb and gutter, repair and reconstruction of existing asphalt concrete pavement, repair of existing gravel roads, and pavement markings complete as specified herein and as detailed on the Drawings.

B. All new roads including the replacement of portions of the existing roads shall be to the limits, grades, thicknesses and types as shown on the Drawings.

1. Patches for pipe crossings and areas damaged during the construction work shall be asphaltand/or gravel, depending upon the material encountered, unless otherwise indicated.

1.02 STANDARD SPECIFICATIONS

A. Except as otherwise provided in the Specifications or on the plans, all work shall be in accordance with the North Carolina Department of Transportation Standard Specifications for Roads and Structures, latest edition unless otherwise noted except that any reference to "NCDOT", "Department" or "Unit" shall mean the "OWNER".

B. When reference to these Specifications is intended, the description will be NCDOT Specifications.

C. Except with the approval of the ENGINEER, the placing of concrete or asphalt concrete surface paving shall be subject to the seasonal and weather restrictions set forth in NCDOT Standard Specifications for Roads and Structures.

1.03 QUALITY CONTROL

A. CONTRACTOR will engage a qualified independent testing and inspecting agency to perform field tests and inspections and to prepare test reports.

B. Testing agency will conduct and interpret tests and state in each report whether tested Work complies with or deviates from specified requirements.

C. All testing shall be in accordance with NCDOT Specifications.

D. Asphalt Thickness

1. In‐place compacted thickness of hot‐mix asphalt courses will be determined according toASTM D 3549.

E. Asphalt Surface Smoothness

1. Finished surface of each hot‐mix asphalt course will be tested for compliance withsmoothness tolerances per NCDOT Specifications.

F. Asphalt In‐Place Density

a. Testing agency will take samples of uncompacted paving mixtures andcompacted pavement according to ASTM D 979.

b. Reference maximum theoretical density will be determined by averaging results fromfour samples of hot‐mix asphalt‐paving mixture delivered daily to site, preparedaccording to ASTM D 2041, and compacted according to job‐mix specifications.

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c. In‐place density of compacted pavement will be determined by testing coresamples according to ASTM D 1188 or ASTM D 2726.

d. At least 2 core samples shall be taken.

e. Field density of in‐place compacted pavement may also be determined bynuclear method according to ASTM D 2950 and correlated with ASTM D 1188 orASTM D 2726.

G. Remove and replace or install additional hot‐mix asphalt where test results or measurements indicate that it does not comply with specified requirements. CONTRACTOR will be responsible for all additional testing due to unacceptable tests.

1. Testing Frequency

a. Tests shall be performed in sufficient numbers to ensure that the specifieddensity is being obtained. Frequency and location will be chosen by ENGINEER. Abid allowance will be used to compensate CONTRACTOR for testing.

PART 2

MATERIALS 2.01

A. CONTRACTOR shall place select fill as necessary to complete the shoulders, subgrade foundation, and replacement for removed unsuitable material in accordance with NCDOT Section 200, Clearing and Grubbing and Specification Section 02300 ‐ Excavation, Backfill, and Compaction.

2.02 GRAVEL

A. All work including materials associated with gravel shall be in accordance with NCDOT Section 545, Incidental Stone Base unless otherwise noted.

2.03 AGGREGATE STABILIZATION

A. All work including materials associated with Aggregate Stabilization shall be in accordance with NCDOT Section 510, Aggregate Stabilization unless otherwise noted.

2.04 AGGREGATE BASE COURSE (ABC)

A. All work including materials associated with Aggregate Base Course shall be in accordance with NCDOT Section 520, Aggregate Base Course unless otherwise noted.

1. Type "A" or "B" aggregate in accordance with NCDOT Section 1010 will be acceptable for thisproject.

2.05 ASPHALT TACK COAT

A. All work including materials associated with asphalt tack coat shall be in accordance with NCDOT Section 605, Asphalt Tack Coat unless otherwise noted.

2.06 ASPHALT CONCRETE BASE COURSE (ACBC)

A. All work including materials associated with asphalt concrete base course shall be in accordance with NCDOT Section 610, Asphalt Concrete Plant Mix Pavements unless otherwise noted.

1. The job mix formula CONTRACTOR proposes to use shall be delivered to the ENGINEER atleast 2‐weeks prior to beginning paving operations.

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2.07 ASPHALT CONCRETE SURFACE COURSE (ACSC)

A. All work including materials associated with asphalt concrete surface course shall be in accordance with NCDOT Section 610, Asphalt Concrete Plant Mix Pavements unless otherwise noted.

1. The job mix formula CONTRACTOR proposed to use shall be delivered to theENGINEER at least two 2‐weeks prior to beginning paving operations.

2.08 RIGID PORTLAND CEMENT CONCRETE PAVEMENT

A. All work including materials associated with rigid concrete pavement shall be in accordance with Specification Section 03300 ‐ Cast‐In‐Place Concrete.

1. Class A concrete shall be used.

2. Placement shall be in accordance with Specification Section ‐ Cast‐In‐Place Concrete and NCDOT Section 700, General Requirements for Portland Cement Concrete Paving and Section 710, Concrete Pavement unless otherwise noted.

2.09 RIGID CONCRETE PAVEMENT REINFORCING

A. Reinforcing, when applicable, shall be as shown on the Drawings and as specified under Specification Section 03300 – Cast‐In‐Place Concrete.

2.10 CONCRETE CURB AND GUTTER

A. Concrete shall be air‐entrained by admixture only and proportioned and mixed for a 28‐day minimum compressive strength of 3,500 psi in accordance with the requirements of Section ‐ Cast‐In‐Place Concrete.

B. Premolded expansion joint filler for expansion joints shall conform to ASTM D 1751 and shall be ½‐inch thick, minimum.

2.11 CONCRETE SIDEWALK

A. Concrete shall be air‐entrained by admixture only and proportioned and mixed for a 28‐day minimum compressive strength of 3,500 psi in accordance with the requirements of Section ‐ Cast‐In‐Place Concrete.

B. Premolded expansion joint filler for expansion joints shall conform to ASTM D 1751 and shall be ½‐inch thick, minimum.

PART 3 EXECUTION

3.01 EXAMINATION

A

.

B.

Verify that sub grade is dry and in suitable condition to support paving and imposed loads. Proof‐

roll subgrade below pavements with heavy pneumatic‐tired equipment to identify soft pockets and areas of excess yielding. Do not proof‐roll wet or saturated subgrades.

1. Completely proof‐roll subgrade in one direction, repeating proof‐rolling in directionperpendicular to first direction. Limit vehicle speed to 3 mph.

2. Revise minimum weight or type of vehicle in first subparagraph below if required.

3. Proof roll with an approved piece of equipment having a single‐axle weight of at least 10 tons.

4. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting and replacewith compacted backfill or fill as directed.

C. Proceed with paving only after unsatisfactory conditions have been corrected.

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3.02 SURFACE PREPARATION

A. Subgrade

1. The subgrade where shown on the Drawings shall be aggregate stabilized by the addition andmixing of coarse aggregate with the top 3‐inches of subgrade in accordance with NCDOTSection 500‐2, Construction Methods.

B.

C.

Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure that prepared sub grade is ready to receive paving. Tack Coat

1. Apply uniformly to surfaces of existing pavement at a rate of 0.05 to 0.15 gal/sq yd

2. Allow tack coat to cure undisturbed before applying hot‐mix asphalt paving.

3. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings.Remove spillages and clean affected surfaces.

D. Proof‐roll prepared sub grade surface to check for unstable areas and areas requiring additional compaction. Proof‐rolling of prepared sub grade will conform to the NCDOT Section 260, Proof Rolling unless otherwise noted. OWNER's Representative shall observe proof‐roll.

E. 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. Allow to dry until proper condition to receive paving. Subsurface shall be free of any ice or debris.

F. Exercise care in applying bituminous materials to avoid smearing of adjoining concrete surfaces. Remove and clean damaged surfaces. Asphalt shall be feathered to match the elevation of adjoining concrete or asphalt pavement.

3.03 AGGREGATE BASE COURSE

A. The base course of all paving shall be ABC.

1. ABC shall be of the thickness shown on the Drawings and formed true to crown and grade.

2. Gravel roads, including repair to existing gravel roads, shall be ABC.

3. No fill material except new ABC shall be placed on top of existing gravel.

3.04 ASPHALT CONCRETE BASE COURSE

A. Asphalt concrete base course shall be placed and compacted on the aggregate base course in layers not to exceed 2‐inches and at the rate of not less than110 pounds per square yard per inch of thickness.

1. Thicknesses shall be as shown on the Drawings.

3.05 ASPHALT CONRETE SURFACE COURSE

A. Prior to placement of the asphalt concrete surface course, the base/binder course shall be inspected for damage or defects and repaired to the satisfaction of the ENGINEER.

1. The surface of the base/binder course shall be approved by the ENGINEER.

B. An asphalt tack coat shall be applied to the surface of the approved base/binder course as described in NCDOT Section 605.

1. Equipment for applying the tack coat shall be power‐oriented pressure spraying ordistributing equipment suitable for the materials to be applied and approved by theENGINEER.

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C. The asphalt concrete surface course shall be placed and compacted on the base/binder course in layers not to exceed 2‐inches and at the rate of not less than 110 pounds per square yard per inch of thickness.

1. Thicknesses shall be as shown on the Drawings.

3.06 JOINTS

A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions with same texture and smoothness as other sections of hot‐mix asphalt course.

3.07 COMPACTION

A. Begin compaction as soon as placed hot‐mix paving will bear roller weight without excessive displacement. Compact hot‐mix paving per NCDOT Specifications.

3.08 TOLERANCES

A. Thickness

1. Compact each course to produce the thickness indicated within the followingtolerances:

a. Surface Course

1) Plus 1/4 inch, no minus

b. Crowned Surfaces

1) Test with crowned template centered and at right angle to crown.Maximum allowable variance from template is ¼ inch.

B. Surface Smoothness

1. Compact each course to produce a surface smoothness within the following tolerancesas determined by using a l0‐foot straight edge applied transversely or longitudinally to paved areas:

a. Surface Course

1) 1/8 inch

b. Crowned Surfaces

1) Test with crowned template centered and at right angle to crown.Maximum allowable variance from template is 1/4 inch.

3.09 PAVEMENT MARKING

Do not apply pavement‐marking paint until layout, colors, and placement have been verified. A

.

B.

C.

Allow paving to age for 30 days before starting pavement marking.

Sweep and clean surface to eliminate loose material and dust.

D. Apply marking in accordance with drawings and NCDOT Specifications. 3.10

RIGID PORTLAND CEMENT CONCRETE

A. The subgrade and base course beneath Portland cement concrete pavement shall be prepared in accordance with the applicable Sections of these Specifications and referenced NCDOT Standard Specifications for Roads and Structures.

1. The CONTRACTOR shall use an approved automatically controlled fine grading machine toproduce final subgrade and base surfaces meeting the lines, grades, and cross sections(thicknesses) shown on the Drawings or established by the ENGINEER.

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B. The surface of the base shall be damp at the time the concrete is placed.

1. The CONTRACTOR shall sprinkle the base when necessary to provide a damp surface.

2. The CONTRACTOR shall satisfactorily correct all soft areas in the subgrade or base prior toplacing concrete.

C. Hauling over the base course shall not be allowed except where specifically permitted by and in writing by the ENGINEER.

1. The ENGINEER may allow equipment‐dumping concrete to operate on the base to the extentand under the conditions the ENGINEER deems necessary to facilitate placing and spreadingthe concrete.

D. Installation of the rigid concrete pavement shall be in accordance with the details shown on the Drawings and Division 3 ‐ Concrete.

1. The rigid concrete pavement shall cure a minimum of 10 calendar days and until theconcrete has attained a minimum flexural strength of 550 psi as indicated by flexural strengthtesting.

2. The CONTRACTOR shall coordinate and pay for all flexural strength testing with aminimum of four 6‐inch by 6‐inch by 20‐inch beams for every 50 cubic yards ofpavement concrete installed.

E. Contraction joints shall be spaced at intervals as shown on the Drawings.

1. Transverse contraction joints shall be formed by an approved joint insert.

2. Expansion joints shall be placed when the pavement abuts a structure using 1‐inchexpansion joint material (filler) and sealant as specified herein.

3.11 CONCRETE CURB AND GUTTER

A. The expansion joint filler for concrete curb and gutters shall be cut to conform to the cross section of the curb.

1. Expansion joints shall be spaced at intervals of not more than 25‐feet.

B. Formed control joints shall be installed at intervals not exceeding 10‐feet.

1. Depth of joint shall be the thickness of the curb and gutter.

C. Curved forms shall be used where radii are indicated; straight segments shall not be permitted.

D. Upon removal of the forms, exposed curb faces shall be immediately rubbed down to a smooth and uniform surface. E.

No plastering shall be permitted.

3.12 CONCRETE SIDEWALK

A. No concrete shall be placed until forms and subgrade have been approved by the OWNER.

B. Expansion joints shall be placed at intervals not greater than 50‐feet and between all rigid objects.

C. Grooved construction joints shall be cut to a depth equal to but not less than the total slab thickness.

1. Construction joints shall be placed at intervals equal to but not more than the width of thesidewalk.

D. Sidewalk surface shall be finished to line and grade and cross section with a float, troweled smooth, and given a broom finish.

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3.13 JUNCTION WITH OTHER PAVING

A. Where new asphalt concrete pavement abuts existing asphalt concrete pavement, the existing pavement shall be cut back to insure obtaining the specified compaction of the new pavement courses and interlocking adjoining courses.

1. Existing subbase courses shall be cut back from the subgrade level of the new pavement on aone‐on‐one slope into the existing pavement.

2. The asphalt courses of the existing pavement shall be removed for additional 6‐inches backfrom the slope.

3. The edge of the existing asphalt courses shall be saw cut straight and true.

4. The faces between new and existing asphalt courses shall receive an application of tack coat.

B. Where new rigid concrete pavement abuts existing rigid concrete or asphalt concrete paving, the existing paving shall be saw cut straight and true.

1. An expansion joint of a ½‐inch minimum thickness with filler material and sealant shall beplaced between the new concrete pavement and the existing rigid concrete or asphalt concretepaving.

3.14 ASPHALT CONCRETE OVERLAY

A. Where asphalt concrete is to be placed over an existing asphalt or rigid concrete surface, the surfaces shall be thoroughly cleaned by power brooming.

B. A tack coat shall be applied in accordance with NCDOT Section 605, Asphalt Tack Coat, of the NCDOT Specifications prior to installing the overlay.

3.15 SIGNAGE

A. Erect signs in accordance with NCDOT Specifications.

3.16 DISPOSAL

A. Remove excavated materials from project site and legally dispose of them.

END OF SECTION

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MISCELLANEOUS WORK AND CLEANUP

PART 1 GENERAL

1.01 SCOPE OF WORK

A. Furnish all labor, materials, equipment and incidentals required to do the miscellaneous work not specified in other sections but obviously necessary for the proper completion of the work as shown on the Drawings.

B. When applicable the CONTRACTOR shall perform the work in accordance with other sections of this Specification.

C. When no applicable specification exists the CONTRACTOR shall perform the work in accordance with the best modern practice and/or as directed by the ENGINEER.

D. The work of this Section includes, but is not limited to, the following:

1. Crossing and relocating existing utilities

2. Restoring of driveways and sidewalks

3. Cleaning up

4. Incidental work

5. Job photographs

6. Protection and/or removal and reinstallation of signs

7. Restoration of and replacement of curbing

8. Protection and bracing of utility poles

9. Restoring easement and right‐of‐ways

E. Temporary facilities

PART 2 PRODUCTS

2.01 MATERIALS

A. Materials required for this Section shall be the same quality of materials that are to be

B.

restored.

Where possible, the CONTRACTOR may re‐use existing materials that are removed.

PART 3 EXECUTION

3.01 CROSSING AND RELOCATING EXISTING UTILITIES

A. This Item includes any extra work required in crossing culverts, water courses, including brooks and drainage ditches, storm drains, gas mains, water mains, electric, telephone, gas, and water services, and other utilities.

B. This work shall include but is not limited to the following: bracing, hand excavation and backfill (except screened gravel) and any other work required for crossing the utility or obstruction not included for payment in other items of this specification.

C. In locations where existing utilities cannot be crossed without interfering with the construction of the work as shown on the Drawings, the CONTRACTOR shall remove and relocate the utility as directed by the ENGINEER or cooperate with the Utility Companies concerned if they relocate their own utility.

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D. At pipe crossings and where designated by the ENGINEER, the CONTRACTOR shall furnish and place screened gravel bedding so that the existing utility or pipe is firmly supported for its entire exposed length.

E. The bedding shall extend to the mid‐diameter of the pipe crossed. Payment for screened gravel at pipe crossings will be made according to the unit price bid established in the Bid Form.

3.02 CLEANING UP DURING CONSTRUCTION

A. Execute periodic cleaning to keep the Work, the site and adjacent properties free from accumulations of waste materials, rubbish, and windblown debris, resulting from construction operations.

B. Provide onsite containers for the collection of waste materials, debris and rubbish.

C. Remove waste materials, debris and rubbish from the site periodically and dispose of at an approved facility.

D. Upon approval of the OWNER, selected waste may be disposed at the active construction and demolition disposal area on the site.

3.03 FINAL CLEANING

A. The CONTRACTOR shall remove all construction material, excess excavation, buildings, equipment, and other debris remaining on the job as a result of construction operations and shall restore the site of the work to a neat and orderly condition.

B. Prior to final completion, or OWNER occupancy, ENGINEER shall conduct an inspection of all work areas to verify that the entire work area is clean.

3.04 INCIDENTAL WORK

A. Do all incidental work not otherwise specified, but obviously necessary to the proper completion of the Contract as specified and as shown on the Drawings.

3.05 TEMPORARY FACILITIES

A. The CONTRACTOR shall furnish, install, maintain, and remove all temporary facilities required for construction or called for in the specifications.

END OF SECTION

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CAST‐IN‐PLACE CONCRETE

PART 1 GENERAL

1.01 THE REQUIREMENT

A. Furnish all labor, materials, equipment and incidentals required and install all cast in place concrete work complete as shown on the Drawings and as specified herein.

1.02 SUBMITTALS

A. Submit the following in accordance Section - Submittals.

1. Product Data

a. Submit data for proprietary materials and items, including reinforcement andforming accessories, admixtures, patching compounds, waterstops, jointsystems, curing compounds, dry‐shake finish materials, and others as requested byENGINEER.

2. Shop Drawings

a. Reinforcement

1) Submit original shop drawings for fabrication, bending, and placement ofconcrete reinforcement.

2) Comply with ACI 315 "Manual of Standard Practice for DetailingReinforced Concrete Structures" showing bar schedules, stirrup spacing,diagrams of bent bars, and arrangement of concrete reinforcement.Include special reinforcement required for openings through concretestructures.

3) ENGINEER's review is for general architectural applications and features only.

4) Design of formwork for structural stability and efficiency isCONTRACTOR's responsibility.

3. Concrete Mix Design

a. Submit laboratory test reports for concrete materials and mix design tests or data asspecified.

4. Materials Certificates

a. Provide materials certificates in lieu of materials laboratory test reports whenpermitted by ENGINEER.

b. Manufacturer and CONTRACTOR, certifying that each material item complies with,or exceeds, specified requirements, shall sign materials certificates.

c. Provide certification from admixture manufacturers that chloride contentcomplies with Specification requirements.

1.03 QUALITY ASSURANCE

A. ENGINEER may require testing of cast‐in‐place concrete.

B.

C.

A testing laboratory approved by the ENGINEER will be employed by the CONTRACTOR and paid from the Allowance to perform tests and to submit test reports. Codes and Standards

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1. Comply with provisions of following codes, Specifications, and standards, except whererequirements that are more stringent are shown or specified.

a. ACI 301 "Specifications for Structural Concrete for Buildings".

b. ACI 318 "Building Code Requirements for Reinforced Concrete".

c. Concrete Reinforcing Steel Institute (CRSI), "Manual of Standard Practice".

D. Sampling and testing for quality control during placement of concrete shall include the following, as directed by ENGINEER.

1. Sampling Fresh Concrete

a. ASTM C 172, except modified for slump to comply with ASTM C 94

2. Slump

a. ASTM C 143

1) One test at point of truck discharge for each day's pour of each type ofconcrete; additional tests when concrete consistency seems to havechanged

3. Air Content

a. ASTM C 173

1) Volumetric method for lightweight or normal weight concrete; ASTM C 231pressure method for normal weight concrete; one for each day's pour of eachtype of air‐entrained concrete

4. Concrete Temperature

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

5. Compression Test Specimen

a. ASTM C 31

1) One set of four (4) standard cylinders for each compressive strength test, unlessotherwise directed. Mold and store cylinders for laboratory cured testspecimens except when field‐cure test specimens are required.

b. The CONTRACTOR shall provide the testing laboratory with an approvedcontainer to store test cylinders on site for 24 hours.

6. Compressive Strength Tests

a. ASTM C 39

1) One set for each day's pour exceeding five (5) cu. yds. plus additional sets foreach 100 cu. yds. over and above the first 50 cu. yds. of each concrete classplaced in any one day; one specimen tested at seven (7) days, two specimenstested at 28 days, and one specimen retained in reserve for later testing ifrequired.

7. When frequency of testing will provide less than five (5) strength tests over the life of theproject for a given class of concrete, conduct testing from at least five (5) randomly selectedbatches or from each batch if fewer than five (5) are used.

E. Test results will be reported in writing to the ENGINEER and CONTRACTOR within 24 hours after tests.

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F. 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.

G. Additional Tests

1. The testing service will make additional tests of in‐place concrete when test resultsindicate specified concrete strengths and other characteristics have not been attained in the structure, as directed by ENGINEER.

2. Testing service may conduct tests to determine adequacy of concrete by cored cylinderscomplying with ASTM C 42, or by other methods as directed.

3. CONTRACTOR shall pay for such tests when unacceptable concrete is verified.

H. Substandard Concrete

1. Any concrete furnished under this Specification that fails to reach the required designcompressive strength after 28 days as evidenced by the compressive strength test specifiedherein shall be considered substandard.

2. The procedure specified in ACI 318 for the Evaluation and Acceptance of Concrete shall beused to determine if the substandard concrete is to be removed and replaced.

3. The ENGINEER shall make the final decision.

4. Any substandard concrete which is removed and replaced shall be done so at theCONTRACTOR's expense.

1.04 PROJECT CONDITIONS

A. Protection of footings against freezing

1. Cover completed work at footing level with sufficient temporary or permanent cover asrequired to protect footings and adjacent subgrade against possibility of freezing;maintain cover for time period as necessary.

B. Protect adjacent finish materials against spatter during concrete placement.

PART 2 PRODUCTS

2.01 FORM MATERIALS

A. Forms for Exposed Finish Concrete

1. Plywood, metal, metal‐framed plywood faced, or other acceptable panel‐type materials, toprovide continuous, straight, smooth, exposed surfaces.

2. Furnish in largest practicable sizes to minimize number of joints and to conform to joint systemshown on Drawings.

B. Forms for Unexposed Finish Concrete

1. Plywood, lumber, metal, or other acceptable material.

2. Provide lumber dressed on at least two edges and one side for tight fit.

C. Form Coatings

1. Provide commercial formulation form‐coating compounds that will not bond with, stain, noradversely affect concrete surfaces, and will not impair subsequent treatments of concretesurfaces.

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D. Form Ties

1. Factory‐fabricated, adjustable‐length, removable or snap‐off metal form ties with cones,designed to prevent form deflection and to prevent spalling concrete upon removal.

2. Provide units which will leave no metal closer than 1½" to surface.

3. Provide ties with cones which, when removed, will leave holes not larger than 1"diameter in concrete surface.

2.02 REINFORCING MATERIALS

A. Reinforcing Bars

1. ASTM A 615, Grade 60, deformed

B. Steel Wire

1. ASTM A 82, plain, cold‐drawn steel

C. Welded Wire Fabric

D. ASTM A 185, welded steel wire fabric ‐ flat sheets only.

E. Welded Deformed Steel Wire Fabric

1. ASTM A 497

F. Supports for Reinforcement

1. Bolsters, chairs, spacers, and other devices for spacing, supporting, and fasteningreinforcing bars and welded wire fabric in place

2. Use wire bar type supports complying with CRSI Specifications.

3. For slabs‐on‐grade, use supports with sand plates or horizontal runners where basematerial will not support chair legs or 6,000 psi solid concrete blocks meeting CRSIrequirements.

4. For exposed‐to‐view concrete surfaces, where legs of supports are in contact with forms,provide supports with legs which are plastic protected (CRSI, Class 1) or stainless steelprotected (CRSI, Class 2).

2.03 CONCRETE MATERIALS

A. Portland Cement

1. ASTM C 150, Type I or II

B.

C.

Use one brand of cement throughout project, unless otherwise acceptable to ENGINEER. Fly

Ash

1. ASTM C 618, Type C or Type F

2. Amount of fly ash not to exceed 25% by weight of total cementitious material

D. Ground Granulated Blast Furnace Slag

1. ASTM C‐989

2. Amount of slag not to exceed 50% by weight of total cementitious material

E. Normal Weight Aggregates

1. ASTM C 33, and as herein specified

2. Use No. 57 (1") or No. 467 (1‐1/2") coarse aggregate.

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3. Provide aggregates from a single source for exposed concrete.

4. For exterior exposed surfaces, do not use fine or coarse aggregates containingspalling‐causing deleterious substances.

F. Water

1. Drinkable

G. Air‐Entraining Admixture

1. ASTM C 260, certified by manufacturer to be compatible with other required admixtures

2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) "Air‐Mix"; Euclid Chemical Co

2) "Sika Aer"; Sika Corp

3) "MB‐VR or MB‐AE"; Master Builders

4) "Darex AEA" or "Daravair"; W.R. Grace

5) "Edoco 2001 or 2002"; Edoco Technical Products

6) "Air‐Tite"; Gifford‐Hill/American Admixtures

H. Water‐Reducing Admixture

1. ASTM C 494, Type A, and containing not more than 0.1 percent chloride ions

2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) "WRDA Hycol"; W.R. Grace

2) "PSI N"; Gifford‐Hill/American Admixtures

3) "Eucon WR‐75"; Euclid Chemical Co

4) "Pozzolith Normal"; Master Builders

5) "Plastocrete 160"; Sika Chemical Corp

6) "Chemtard"; Chem‐Masters Corp

7) "Pro‐Kete‐N"; Protex Industries, Inc

I. High‐Range Water‐Reducing Admixture (Super Plasticizer)

1. ASTM C 494, Type F or Type G and containing not more than 0.1 percent chloride ions

2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) "WRDA 19" or "Daracem"; W.R. Grace

2) "PSP"; Protex Industries Inc

3) "Super P"; Anti‐Hydro

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4) "Sikament"; Sika Chemical Corp

5) "Mighty 150"; ICI Americas Corp

6) "Eucon 37"; Euclid Chemical Co

7) "PSI Super"; Gifford‐Hill

8) "Rheobuild"; Master Builders

J. Water‐Reducing, Non‐Chloride Accelerator Admixture

1. ASTM C 494, Type E, and containing not more than 0.1 percent chloride ions

2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) "Accelquard 80"; Euclid Chemical Co

2) "Pozzolith High Early"; Master Builders

3) "Gilco Accelerator"; Gifford‐Hill/American Admixtures

K. Water‐Reducing, Retarding Admixture

1. ASTM C 494, Type D, and containing not more than 0.1 percent chloride ions

2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) "Pozzolith Retarder"; Master Builders

2) "Eucon Retarder 75"; Euclid Chemical Co

3) "Daratard"; W.R. Grace

4) "PSI R"; Gifford‐Hill/American Admixtures

5) "Plastiment"; Sika Chemical Co

L. Prohibited Admixtures

1. Calcium chloride thyocyanates or admixtures containing more than 0.1 percent chloride ionsare not permitted.

2.04 RELATED MATERIALS

A. Vapor Barrier

1. Provide a vapor barrier where indicated on Drawings below slabs on grade.

2. Use a laminated vapor barrier which is resistant to decay when tested in accordance withASTM E 154.

3. Select one of the following or an approved equal:

a. Moistop by Fortifiber Corp

b. T‐65 by Griffolyn

c. Rufco 400 by Raven Industries

B. Non‐Shrink Grout

1. CRD‐C 621 or ASTM C‐1107, factory pre‐mixed grout

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2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) Non‐metallic

a) "Set Grout"; Master Builders

b) "Sonogrout"; Sonneborn‐Rexnord

c) "Euco‐NS"; Euclid Chemical Co

d) "Supreme"; Gifford‐Hill/American; Admixtures

e) "Crystex"; L & M Const. Chemical Co

f) "Sure‐Grip Grout"; Dayton Superior Corp

g) "Horngrout"; A.C. Horn, Inc

h) "Five Star Grout"; U.S. Grout Corp

C. Absorptive Cover

1. Burlap cloth made from jute or kenaf, weighing approximately 9 oz. per sq. yd.,complying with AASHTO M 182, Class 2.

D. Moisture‐Retaining Cover

1. One of the following, complying with ASTM C 171:

a. Waterproof paper.

b. Polyethylene film.

c. Polyethylene‐coated burlap.

E. Curing Compound

1. Comply with ASTM C‐309.

2. Formed surfaces shall be cured with an oxidizing compound equal to Resi‐Chem Clear Cure bySymons.

3. Select one of the following 30% solids compounds for other surfaces:

a. "Masterkure" by Master Builders

b. "Super Rez‐Seal" by Euclid Chemical Co

c. "Kure‐N‐Seal 30" by Sonneborn Building Products

d. "Dress & Seal 30" by L & M Construction Chemicals Co

F. Bonding Compound

1. Polyvinyl acetate or acrylic base

2. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

b. Polyvinyl Acetate (Interior Only)

1) ”Euco Weld"; Euclid Chemical Co

2) "Weldcrete"; Larsen Products Corp

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c. Acrylic or Styrene Butadiene

1) "J‐40 Bonding Agent"; Dayton Superior Corp

2) "Everbond"; L & M Construction Chemicals

3) "Hornweld"; A.C. Horn, Inc

4) "Sonocrete"; Sonneborn‐Rexnord

5) "Acrylic Bondcrete"; The Burke Co

6) "SBR Latex"; Euclid Chemical Co

7) "Daraweld C"; W.R. Grace

G. Epoxy Adhesive

1. ASTM C 881, two component materials suitable for use on dry or damp surfaces

2. Provide material "Type", "Grade", and "Class" to suit project requirements.

3. Products

a. Subject to compliance with requirements, provide product equal to one of thefollowing:

1) "Thiopoxy"; W.R. Grace

2) "Epoxtite"; A.C. Horn, Inc

3) "Edoco 2118 Epoxy Adhesive"; Edoco Technical Prod

4) "Sikadur Hi‐Mod"; Sika Chemical Corp

5) "Euco Epoxy 452 or 620"; Euclid Chemical Co

6) "Patch and Bond Epoxy"; The Burke Co

7) "Concresive 1001"; Adhesive Engineering Co

H. Concrete Repair Grout

1. For the repair of defective areas of concrete

2. For vertical and overhead surfaces, use one of the following:

a. "Five Star Structural Concrete V/O"; Five Star Products, Inc

b. "Euco Verticoat"; Euclid Chemical Co

c. "Sikatop 122"; Sika Corp

3. For horizontal surfaces, use one of the following:

a. "Five Star Structural Concrete"; Five Star Products, Inc

b. "Concrete Coat"; Euclid Chemical Co

c. "Sikatop 122"; Sika Corp

I. Polyvinyl Chloride Waterstops

1. Use polyvinyl chloride (PVC) waterstops complying with Corps of Engineers CRD‐C 572 asnoted below and on drawings.

2. At construction joints (non‐movement) use a webbed type waterstop 9” wide by 3/8” thick.

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3. At control joints and expansion joints (movement) use a webbed type waterstop nine incheswide by 3/8” thick with a ¾” inner diameter centerbulb.

4. Manufacturer:

a. Subject to compliance with requirements, provide products equal to one of thefollowing:

1) AFCO Products

2) The Burke Co

3) Edoco Technical Products

4) Greenstreet Plastic Products

5) Harbour Town Products

6) W. R. Meadows

7) Progress Unlimited

8) Schleigel Corp

9) Vinylex Corp

J. Expanding Rubber Waterstops

1. CONTRACTOR’s option to use Adeka Ultra Seal Waterstops or equal as noted below and ondrawings.

2. Waterstop to be a chemically modified natural rubber product with a hydrophilic agentchemically bonded to the rubber.

3. Adeka Ultra Seal is manufactured by Asahi Denka Kogyo K. K. Tokyo, Japan andnationally distributed by Mitsubishi International Corp., Houston, Texas U.S.A. (800) 999‐3959.

4. At construction joints (non‐movement) use Adeka Ultra Seal MC‐2010M preformedrubber waterstop or equal.

5. Use Ultra Seal or equal paste type, injectable type and accessories as required for properinstallation of MC‐2010M.

6. Unless otherwise noted, at pipe penetrations through concrete walls, use Adeka Ultra Seal MC‐2005T for pipes with a diameter of 24 inches or less and MC‐2010M for pipes with a diametergreater than 24 inches.

2.05 PROPORTIONING AND DESIGN OF MIXES

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.

B. If trial batch method is used, use an independent testing facility acceptable to ENGINEER for preparing and reporting proposed mix designs.

C. Submit written reports to ENGINEER of each proposed mix for each class of concrete at least 25 days prior to start of work.

D. Do not begin concrete production until mixes have been reviewed by ENGINEER.

E. Design mixes to provide normal weight concrete with the following properties and proportions:

1. Compressive strength for all concrete shall be 3,500 psi at 28 days.

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2. Design mix for sanitary structures and floor slabs shall contain either 12% to 25% fly ash or25% to 50% ground granulated blast furnace slag as a percent of total cementitious material.

3. Maximum slump shall be as shown on Drawings and shall be measured before theaddition of a H.R.W.R.

4. See Admixtures below for where a H.R.W.R. is required.

5. The maximum water/cement ratio of 0.45 will be used for all concrete used in sanitarystructures and floor slabs.

6. Grout used for filling CMU cells or as leveling grout shall be a mixture of sand, pea gravel, andcement and shall have a compressive strength of 3,000 psi at 28 days unless noted otherwise onDrawings.

7. Wall base grout used for the first lift in sanitary walls (see Paragraph 3.8, C.) shall have peagravel for a course aggregate and a maximum water/center ratio of 0.45 and a minimumcompressive strength as required for sanitary structures.

F. Adjustment to Concrete Mixes

1. Mix design adjustments may be requested by CONTRACTOR when characteristics ofmaterials, job conditions, weather, test results, or other circumstances warrant, at no additionalcost to OWNER and as accepted by ENGINEER.

2. Laboratory test data for revised mix design and strength results must be submitted to andaccepted by ENGINEER before using in work.

G. Admixtures

1. Use water‐reducing admixture or high range water‐reducing admixture (H.R.W.R.) inconcrete as required for placement and workability.

2. An H.R.W.R. is required for all concrete in walls and for other concrete which is pumped.

3. It is optional for other concrete which is not pumped.

4. Use non‐chloride accelerating admixture in concrete slabs placed at ambienttemperatures below 50°F.

5. Use air‐entraining admixture in all concrete.

6. Add air‐entraining admixture at manufacturer's prescribed rate to result in concrete at point ofplacement having total air content within following limits:

a. Concrete structures and slabs exposed to freezing and thawing, deicerchemicals, or subjected to hydraulic pressure:

1) 5.5 ± 1 percent:

2) 6.0 ± 1 percent:

No. 467 aggregate (1½”)

No. 57 (1") or No. 67 (¾”)

b. Other Concrete (not exposed to freezing, thawing, or hydraulic pressure): two percentto four percent air.

2.06 CONCRETE MIXING

A. Ready‐Mix Concrete

1. Comply with requirements of ASTM C 94, and as herein specified.

B. During hot weather, or under conditions contributing to rapid setting of concrete, a shorter mixing time than specified in ASTM C 94 may be required.

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1. When air temperature is between 85°F and 90°F, reduce mixing and delivery time from 75 to90 minutes, and when air temperature is above 90°F, reduce mixing and delivery time to 60minutes.

2. For concrete structures greater than 3 feet in thickness, the temperature of the mix shall becontrolled by approved methods to a temperature not greater than 70°F at the time ofplacement.

PART 3 EXECUTION

3.01 GENERAL

A. Coordinate the installation of joint materials and vapor retarders with placement of forms and reinforcing steel.

3.02 FORMS

A. Design, erect, support, brace, and maintain formwork to support vertical and lateral, static, and dynamic loads that might be applied until such loads can be supported by concrete structure.

B. Construct formwork so concrete members and structures are of correct size, shape, alignment, elevation, and position.

C. Maintain formwork construction tolerances complying with ACI 347.

D. Design formwork to be readily removable without impact, shock, or damage to cast‐in‐place concrete surfaces and adjacent materials.

E. Construct forms to sizes, shapes, lines, and dimensions shown, and to obtain accurate alignment, location, grades, level and plumb work in finished structures.

F. Provide for openings, offsets, sinkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds, bulkheads, anchorages and inserts, and other features required in work.

G. Use selected materials to obtain required finishes.

H. Solidly butt joints and provide back‐up at joints to prevent leakage of cement paste.

I. Fabricate forms for easy removal without hammering or prying against concrete surfaces.

J. Provide crush plates or wrecking plates where stripping may damage cast concrete surfaces.

K. Provide top forms for inclined surfaces where slope is too steep to place concrete with bottom forms only.

L. Kerf wood inserts for forming keyways, reglets, recesses, and the like, to prevent swelling and for easy removal.

M. Provide temporary openings where interior area of formwork is inaccessible for cleanout, for inspection before concrete placement, and for placement of concrete.

N. Securely brace temporary openings and set tightly to forms to prevent loss of concrete mortar.

O. Locate temporary openings on forms at inconspicuous locations.

P. Chamfer all exposed corners and edges unless noted otherwise, using wood, metal, PVC, or rubber chamfer strips fabricated to produce uniform smooth lines and tight edge joints. Q.

Provisions for Other Trades

1. Provide openings in concrete formwork to accommodate work of other trades.

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2. Determine size and location of openings, recesses, and chases from trades providing suchitems.

3. Accurately place and securely support items built into forms.

R. Cleaning and Tightening

1. Thoroughly clean forms and adjacent surfaces to receive concrete.

2. Remove chips, wood, sawdust, dirt, or other debris just before concrete is placed.

3. Retightening forms and bracing after concrete placement is required to eliminate mortar leaksand to maintain proper alignment.

3.03 VAPOR RETARDER INSTALLATION

A. Following leveling and tamping of granular base for slabs on grade, place vapor retarder sheeting with longest dimension parallel with direction of pour.

B. Lap joints 6" and seal with appropriate tape.

3.04 PLACING REINFORCEMENT

A. Comply with Concrete Reinforcing Steel Institute's recommended practice for "Placing Reinforcing Bars", for details and methods of reinforcement placement and supports, and as herein specified.

1. Avoiding cutting or puncturing vapor retarder during reinforcement placement andconcreting operations.

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

C. Accurately position, support, and secure reinforcement against displacement by formwork, construction, or concrete placement operations.

D. Locate and support reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as required.

E. Place reinforcement to obtain at least minimum coverages for concrete protection.

F. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations.

G. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces. H.

Install welded wire fabric in as long lengths as practicable.

I.

J.

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.

3.05 JOINTS

A. Construction Joints

1. Locate and install construction joints as indicated or, if not indicated, locate so as not toimpair strength and appearance of the structure, as acceptable to ENGINEER.

2. Place construction joints perpendicular to main reinforcement.

3. Continue reinforcement across construction joints, except as otherwise indicated.

B. Waterstops

1. Provide waterstops in all joints of walls and slabs which retain water, whether indicated on theDrawings or not.

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2. See structural Drawings for support detail of PVC waterstops and follow manufacturer'sinstructions for installation of all other type waterstops.

3. Make provisions to support and protect exposed waterstops during progress of work.

4. Install waterstops to form a continuous diaphragm by connecting waterstops atintersecting joints.

5. Fabricate field joints in waterstops in accordance with manufacturer's printedinstructions.

C. Isolation Joints in Slabs‐on‐Ground

1. Construct isolation joints with ½‐inch expansion joint material in slabs‐on‐ground atpoints of contact between slabs‐on‐ground and vertical surfaces, such as columnpedestals, foundation walls, grade beams, and elsewhere as indicated.

D. Contraction (Control) Joints in Building Slabs‐on‐Grade

1. Construct contraction joints in slabs‐on‐grade to form panels of patterns as shown.

2. Use saw cuts 1/8” x ¼” slab depth, unless otherwise indicated.

3.06 INSTALLATION OF EMBEDDED ITEMS

A. General

1. Set and build into work anchorage devices and other embedded items required for other workthat is attached to, or supported by, cast‐in‐place concrete.

2. Use setting Drawings, diagrams, instructions, and directions provided by suppliers of itemsto be attached thereto.

B. Install reglets to receive top edge of foundation sheet waterproofing, and to receive thru‐wall flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels, relieving angles, and other conditions.

C. Edge Forms and Screed Strips for Slabs

1. Set edge forms or bulkheads and intermediate screed strips for slabs to obtain requiredelevations and contours in finished slab surface.

2. Provide and secure units sufficiently strong to support types of screed strips by use of strike‐offtemplates or accepted compacting type screeds.

3.07 PREPARATION OF FORM SURFACES

A. Clean re‐used forms of concrete matrix residue, repair and patch as required to return forms to acceptable surface condition.

B. Coat contact surfaces of forms with a form‐coating compound before reinforcement is placed.

C. Thin form‐coating compounds only with thinning agent of type, amount, and under conditions of form‐coating compound manufacturer's directions.

D. Do not allow excess form‐coating material to accumulate in forms or to come into contact with in‐place concrete surfaces against which fresh concrete will be placed.

E. Apply in compliance with manufacturer's instructions.

F. Coat steel forms with a non‐staining, rust‐preventative form oil or otherwise protect against rusting.

G. Rust‐stained steel formwork is not acceptable.

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3.08 CONCRETE PLACEMENT

A. Preplacement Inspection

1. Before placing concrete, inspect and complete formwork installation, reinforcing steel, anditems to be embedded or cast‐in.

2. Notify other crafts to permit installation of their work; cooperate with other trades in settingsuch work.

3. Moisten wood forms immediately before placing concrete where form coatings are not used.

4. Apply temporary protective covering to lower 2' of finished walls adjacent to poured floor slabsand similar conditions, and guard against spattering during placement.

B. General

1. Comply with ACI 304 "Recommended Practice for Measuring, Mixing, Transporting, andPlacing Concrete", and as herein specified.

2. Deposit concrete continuously or in layers of such thickness that no concrete will be placed onconcrete which has hardened sufficiently to cause the formation of seams or planes ofweakness.

3. If a section cannot be placed continuously, provide construction joints as hereinspecified.

4. Deposit concrete as nearly as practicable to its final location to avoid segregation.

5. Water shall not be added at the site without permission from the A/E FieldRepresentative.

6. Any water which is added shall be recorded on the Delivery Ticket and Test Report.

C. Placing Concrete in Forms

1. Deposit concrete in forms in horizontal layers not deeper than 24" and in a manner to avoidinclined construction joints.

2. Where placement consists of several layers, place each layer while preceding layer is stillplastic to avoid cold joints.

3. Do not drop concrete a vertical distance greater than five feet.

4. To place concrete lifts greater than five feet, use a hose, drop chute, or other approved method.

5. First lift at bottom of wall is to be a 6" (minimum) layer of wall base grout (see mix design) toavoid honeycombing around key.

6. Grout lift may be omitted at non‐critical walls at the discretion of the ENGINEER.

7. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand‐spading, rodding, or tamping.

8. Use equipment and procedures for consolidation of concrete in accordance withACI 309.

9. Do not use vibrators to transport concrete inside forms.

10. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than visibleeffectiveness of machine.

11. Place vibrators to rapidly penetrate placed layer and at least 6" into preceding layer.

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12. Do not insert vibrators into lower layers of concrete that have begun to set.

13. At each insertion limit duration of vibration to time necessary to consolidate concrete andcomplete embedment of reinforcement and other embedded items without causing segregationof mix.

D. Placing Concrete Slabs

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

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

3. Bring slab surfaces to correct level with straightedge and strikeoff.

4. Use bull floats or darbies to smooth surface, free of humps or hollows.

5. Do not disturb slab surfaces prior to beginning finishing operations.

6. Maintain reinforcing in proper position during concrete placement operations.

E. Cold Weather Placing

1. Protect concrete work from physical damage or reduced strength which could be caused byfrost, freezing actions, or low temperatures, in compliance with ACI 306.

2. Do not use frozen materials or materials containing ice or snow.

3. 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 chemicalaccelerators, unless otherwise accepted in mix designs.

F. Hot Weather Placing

1. When the ambient air temperature is above 85 degrees F, provisions shall be made to accountfor hot weather.

2. During hot weather concreting, the CONTRACTOR shall submit to the ENGINEER foracceptance the method of maintaining proper temperature and moisture during the mixing,placing, and curing period. In general, concrete shall be controlled asrecommended in ACI 305R.

3. The temperature of the concrete as placed shall not exceed 90°F. The mixing water and/oraggregates shall be cooled, if necessary, to maintain a satisfactory placing temperature.

4. See “Concrete Curing and Protection” under Part 3 of this section for curing methods requiredduring hot weather placement.

3.09 FINISH OF FORMED SURFACES

A. Rough Form Finish

1. For formed concrete surfaces not exposed‐to‐ view in the finish work or by otherconstruction, unless otherwise indicated.

2. This would include wall surfaces one foot (1’) or greater below grade or the normal water level.

3. This is the concrete surface having texture imparted by form facing material used, with tieholes and defective areas repaired and patched and fins and other projections exceeding¼" in height rubbed down or chipped off.

B. Smooth Form Finish

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1. For formed concrete surfaces that are to be covered with a coating material applied directlyto concrete, or a covering material applied directly to concrete, such aswaterproofing, dampproofing, veneer plaster, or other similar system.

2. This is as‐cast concrete surface obtained with selected form facing material, arranged orderlyand symmetrically with a minimum of seams.

3. Repair and patch defective areas with fins or other projections completely removed and

C.

smoothed.

Rubbed Form Finish

1. For formed concrete surfaces exposed‐to‐view.

a. This would include exposed wall surfaces extending to one foot below grade or onefoot below the water line.

b. Use smooth, high quality forms.

c. Chip away all high spots.

2. Within 72 hours after forms are removed, fill all air bubbles and small holes with a sand‐cement‐bonding agent grout proportional to match the wall finish.

3. Rub the entire surface of wall with a fine abrasive stone to create a smooth surface, free of allform marks and holes.

4. Do not finish wall by leaving a thin "plastered" layer of grout.

5. For repair of defective areas with holes deeper than ½", see "Concrete Surface Repairs"contained herein.

D. Related Unformed Surfaces

1. At tops of walls, horizontal offsets, and similar unformed surfaces occurring adjacent to formedsurfaces, strike‐off smooth and finish with a texture matching adjacent formed surfaces.

2. Continue final surface treatment of formed surfaces uniformly across adjacent unformedsurfaces, unless otherwise indicated.

3.10 MONOLITHIC SLAB FINISHES

A. Float Finish

1. Apply float finish to monolithic slab surface to receive trowel finish and other finishes ashereinafter specified, and slab surfaces which are to be covered with membrane or elasticwaterproofing, membrane or elastic roofing, or sand‐bed terrazzo, and as otherwiseindicated.

2. After screeding, consolidating, and leveling concrete slabs, do not work surface until readyfor floating.

3. Begin floating when surface water has disappeared or when concrete has stiffenedsufficiently to permit operation of power‐driven floats, or both.

4. Consolidate surface with power‐driven floats, or by hand‐floating if area is small orinaccessible to power units.

5. Check and level surface plane to tolerances of FF 18 ‐ FL 15. Cut down high spots and fill lowspots.

6. Uniformly slope surfaces to drains. Immediately after leveling, refloat surface to auniform, smooth, granular texture.

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B. Trowel Finish

1. Apply trowel finish to interior monolithic slab surfaces to be exposed‐to‐view, and slabsurfaces to be covered with resilient flooring, carpet, ceramic or quarry tile, paint, or other thinfilm finish coating, system.

2. After floating, begin first trowel finish operation using a power‐driven trowel.

3. Begin final troweling when surface produces a ringing sound as trowel is moved over surface.

4. Consolidate concrete surface by final hand‐troweling operation, free of trowel marks, uniformin texture and appearance, and with surface leveled to tolerances of FF 20 ‐ FL

17. Grind smooth surface defects which would telegraph through applied floor coveringsystem.

C. Trowel and Fine Broom Finish

1. At all interior ramps, apply trowel finish as specified, then immediately follow withslightly scarifying surface by fine brooming.

D. Float and Medium Broom (Non‐Slip) Finish

1. Apply non‐slip broom finish to exterior concrete platforms, steps, ramps, walkways, tank slabs,channel slabs, and elsewhere as indicated.

2. Immediately after float finishing, slightly roughen concrete surface by brooming with fiberbristle broom perpendicular to main traffic route.

3. Coordinate required final finish with ENGINEER before application.

E. Scratch Finish

1. Slab surfaces to receive a grout overlay or other cementitious application shall bethoroughly raked or wire broomed after partial setting (within two hours after placing) toroughen surface to insure a permanent bond between base slab and appliedcementitious materials.

3.11 CONCRETE CURING AND PROTECTION

A. General

1. Protect freshly placed concrete from premature drying and excessive cold or hottemperatures.

B.

C.

All concrete surfaces shall be cured for a minimum of 14 days by one of the following methods and in accordance with ACI 301. Curing Methods

1. Perform curing of concrete by curing compound, by moist curing, by moisture‐retaining covercuring, or by combinations thereof, as herein specified.

D. Provide moisture curing by one of the following methods.

1. Keep concrete surface continuously wet by covering with water.

2. Continuous water‐fog spray.

3. Covering concrete surface with specified absorptive cover, thoroughly saturating cover withwater and keeping continuously wet.

4. Place absorptive cover to provide coverage of concrete surfaces and edges, with 4" lap overadjacent absorptive covers.

E. Provide moisture‐cover curing as follows

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1. Cover concrete surfaces with moisture‐retaining cover for curing concrete, placed in widestpracticable width with sides and ends lapped at least 3" and sealed by waterproof tape ofadhesive.

2. Immediately repair any holes or tears during curing period using cover material andwaterproof tape.

F. Provide curing by membrane curing compound as follows:

1. Apply one coat of specified curing compound to concrete at a rate of 200 to 400 S.F. per gallonper coat.

2. Apply uniformly in continuous operation by power‐spray or roller.

3. Recoat areas subjected to heavy rainfall within 3 hours after initial application.

4. Maintain continuity of coating and repair damage during curing period.

5. Do not use membrane curing compounds on concrete surfaces which are to receive liquidfloor hardener, waterproofing, dampproofing, membrane roofing, flooring (such as ceramic orquarry tile, glue‐down carpet), painting, or other coatings and finish materials, unless theCONTRACTOR obtains written verification from the manufacturer that his product iscompatible with the curing compound.

6. During hot weather concreting if a curing compound is used, the slab shall still be moist curedfor 12 hours immediately following initial set.

G. Curing Formed Surfaces

1. Cure formed concrete surfaces, including undersides of beams, supported slabs, and othersimilar surfaces by moist curing with forms in place for full curing period.

2. In hot weather keep the forms moist.

3. If forms are removed before the end of the curing period, continue curing by methods specifiedabove, as applicable.

4. See Part 2 for type of curing compound to use on walls.

5. Hot Weather Curing

a. During hot weather concreting keep forms moist and covered with plasticduring the curing period.

b. If forms are removed before the end of the curing period, apply a curingcompound, keep walls moist, and cover with plastic for the remainder of the curingperiod.

H. Curing Unformed Surfaces

1. Cure unformed surfaces, such as slabs, floor topping, and other flat surfaces by any of theapproved curing methods.

3.12 REMOVAL OF FORMS

A. Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and similar parts of the work, except gravity walls may be removed after cumulatively curing at not less than 50°F for 48 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by form removal operations, and provided curing and protection operations are maintained.

B. Formwork supporting weight of concrete, such as beam soffits, joists, slabs, and other structural elements, may not be removed in less than 14 days and until concrete has attained design minimum compressive strength at 28 days.

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C. Determine potential compressive strength of in‐place concrete by testing field‐cured specimens representative of concrete location or members.

D. Form facing material may be removed four (4) days after placement, only if shores and other vertical supports have been arranged to permit removal of form facing material without loosening or disturbing shores and supports.

3.13 REUSE OF FORMS

A.

B.

C.

Clean and repair surfaces of forms to be re‐used in work. Split, frayed, delaminated, or otherwise damaged form facing material will not be acceptable for exposed surfaces. Apply new form coating compound as specified for new formwork.

D. When forms are extended for successive concrete placement, thoroughly clean surfaces, remove fins and laitance, and tighten forms to close joints.

E. Align and secure joint to avoid offsets.

F. Do not use "patched" forms for exposed concrete surfaces.

3.14 MISCELLANEOUS CONCRETE ITEMS

A. Filling‐In

1. Fill‐in holes and openings left in concrete structures for passage of work by other trades, unlessotherwise shown or directed, after work of other trades is in place.

2. Mix, place, and cure concrete as herein specified, to blend with in‐place construction.

3. Provide other miscellaneous concrete filling shown or required to complete work.

B. Curbs

1. Provide monolithic finish to interior curbs by stripping forms while concrete is still green andsteel‐troweling surfaces to a hard, dense finish with corners, intersections, and terminationsslightly rounded.

C. Equipment Bases and Foundations

1. Provide machine and equipment bases and foundations, as shown on Drawings.

2. Set anchor bolts for machines and equipment to template at correct elevations,complying with certified diagrams or templates of manufacturer furnishing machines andequipment.

3. Grout base plates and foundations as indicated, using specified non‐shrink grout.

4. Use non‐metallic grout for exposed conditions, unless otherwise indicated.

D. Reinforced Masonry

1. Provide concrete grout for reinforced masonry lintels and bond beams where indicated onDrawings and as scheduled.

2. Maintain accurate location of reinforcing steel during concrete placement.

3.15 REMOVAL OF EXISTING CONCRETE

See Drawings for locations of existing walls and slabs to be removed. A

B. See Drawings for dowels and other requirements which may not be stated below.

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1. Where new concrete is to be placed against the cut surface of an existing wall or slab, then thewall or slab may be saw cut clear through or it may be saw cut 1" deep (minimum) onexposed surfaces and the remainder chipped away.

2. If chipping is done, then the CONTRACTOR must take precautions not to damage the existingconcrete which is to remain.

3. Where the cut surface of the wall or slab is to be exposed to water or earth but not exposed toview, then the wall or slab is to be saw cut clear through.

4. At all exposed rebars, chip out the concrete around the rebar for a distance of 2" and to a depthof ¼".

5. Apply Five Star Structural Concrete (V.O.) to the chipped‐out area with a trowel toobtain a ½" cover over the rebar.

6. Where the cut surface of the wall or slab is to be exposed‐to‐view, then the entire cut surface isto be roughened to obtain a 1/8" amplitude.

7. Five Star Structural Concrete is to be applied with forms to achieve a smooth surface with atleast 1" thickness.

3.16 CONCRETE SURFACE REPAIRS

A. Formed Surfaces

1. Normal form tie holes shall be filled with a sand‐cement grout applied with a bonding agent.

2. Defective areas due to spalls, air bubbles, honeycombing, or segregation with a void depth(after weak material is chipped out) greater than or equal to ½" shall be repaired with a concreterepair grout specified in this Section.

3. The defective area shall be chipped out to solid concrete such that the thickness ofpatching material is at least ¼" all around.

4. Do not featheredge.

5. At defective areas exposed‐to‐view, the A/E may substitute a sand‐cement grout appliedwith a bonding agent to more closely match the color of the wall.

B. Slabs

1. Repair spalls and holes by saw cutting with square cuts and chipping to a minimum depth of ½"and patching with a concrete repair grout specified herein. Do not featheredge.

2. Cracks which are 1/16" to ¼" are to be filled with "Crack Fill 4" by Metzger/McGuire orapproved equal.

3. Cracks greater than ¼" are to be filled with "MM‐80" by Metzger/McGuire or approved equal.

4. Follow manufacturer's recommendations.

5. Severely defective areas which cannot be repaired by one of the above methods shall beremoved and replaced at the CONTRACTOR's expense.

C. For surface preparation and installation of concrete repair grouts, follow manufacturer's recommended procedures.

END OF SECTION

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PRE‐CAST STRUCTURAL CONCRETE

PART 1 GENERAL

1.01 SCOPE OF WORK

A. The work includes the provision of precast non‐prestressed concrete herein referred to as precast members. Precast members shall be the product of a manufacturer specializing in the production of precast concrete members. In the ACI publications, the advisory provisions shall be considered to be mandatory, as though the word “shall” has been substituted for “should” wherever it appears; reference to the “Building Official,” the “Structural Engineer” and the “Architect/Engineer” shall be interpreted to mean the ENGINEER.

1.02 SUBMITTALS

A. Submit the following in accordance with General Conditions.

1. Manufacturer’s Catalog Data

a. Anchorage and lifting inserts and devices

b. Bearing pads

2. Drawings

a. Drawings of precast members

1) Submit drawings indicating complete information for the fabrication,handling, and erection of the precast member. Drawings shall not bereproductions of contract drawings. Design calculations and drawings ofprecast members (including connections) shall be prepared and sealed by aregistered professional engineer, and submitted for approval prior tofabrication. The drawings shall indicate, as a minimum, the followinginformation:

a) Marking of members for erection

b) Connections for work of other trades

c) Connections between members, and connections betweenmembers and other construction

d) Location and size of openings

e) Headers for openings

f) Joints between members, and joints between members and otherconstruction

g) Reinforcing details

h) Material properties of steel and concrete used

i) Lifting and erection inserts

j) Dimensions and surface finishes of each member

k) Erection sequence and handling requirements

l) All loads used in design (such as live, dead, handling, and erection)

m) Bracing/shoring required

n) Areas to receive toppings, topping thickness

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3. Design Data

a. Precast concrete members design calculations

b. Concrete mix design

4. Design Calculations

a. Submit calculations reflecting design conforming to requirements of paragraphentitled “Precast Concrete Member Design”. Design calculations and drawings ofprecast members (including connections) shall be prepared and sealed by a registeredprofessional engineer, and submitted for approval prior to fabrication.

5. Concrete Mix Design

a. Thirty days minimum prior to concrete placement, submit a mix design for eachstrength and type of concrete. Include a complete list of materials including type;brand; source and amount of cement, pozzolan, and admixtures; and applicablereference specifications.

6. Statements

a. Fabrication

1) Submit quality control procedures established in accordance with PCIMNL‐116 by the precast manufacturer.

7. Factory Test Reports

a. CONTRACTOR‐furnished mix design

1) Submit copies of test reports showing that the mix has been successfully testedto produce concrete with the properties specified and will be suitable forthe job conditions. Obtain approval before concrete placement.

8. Samples

a. Surface Finish

1) Submit two 12 by 12 by 2 inch thick sample panels representative of the colorand finish for each type of precast member requiring a finish Grade A surfacefinish.

9. Records

a. Submit mandatory batch ticket information for each load of ready‐mixedconcrete.

1.03 QUALITY CONTROL

A. Precast Concrete Member Design

1. ACI 318 and the PCI MNL‐120. Design precast members (including connections) for thedesign load conditions and spans indicated, and for additional loads imposed by openings andsupports of the work of other trades. Design precast members for handling without cracking inaccordance with the PCI MNL‐120.

B. PCI Quality Certifications

1. The precast concrete manufacturing plant shall be certified by the Prestressed ConcreteInstitute, Plant Certification Program, prior to the start of production.

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2. In lieu of such certification, the manufacturer shall, at his expense, meet the followingrequirements:

a. Retain independent testing or consulting firm approved by the ENGINEER and/or OWNER.

b. The basis of inspection shall be the Prestressed Concrete Institute Manual for QualityControl for Plants and Production of Precast and Prestressed Concrete Products,MNL‐116.

c. This firm shall inspect the precast plant at two‐week intervals during production andissue a report, certified by a registered engineer verifying that materials, methods,products and quality control meet all the requirements of the specifications,drawings, and MNL‐116. If the report indicates to the contrary, the ENGINEER, atthe precaster's expense, will inspect and may reject any or all products producedduring the period of non‐compliance with the above requirements.

1.04 DELIVERY AND STORAGE

A. Lift and support precast members at the lifting and supporting points indicated on the shop drawings. Store precast members off the ground. Separate stacked precast members by battens across the full width of each bearing point. Protect from weather, marring, damage, and overload.

1.05 FACTORY INSPECTION

A. At the option of the ENGINEER, precast units may be inspected by the ENGINEER prior to being transported to the job site. The CONTRACTOR shall give notice 14 days prior to the time the units will be available for plant inspection. Neither the exercise nor waiver of inspection at the plant will affect the OWNER’s right to enforce contractual provisions after units are transported or erected.

PART 2 PRODUCTS

2.01 CONTRACTOR‐FURNISHED MIX DESIGN

A. Conform to ACI 318. The minimum compressive strength of concrete at 28 days shall be 5,000 psi unless otherwise indicated.

2.02 MATERIALS

A. Cement

1. ASTM C 150, Type I, II, or ASTM C 595 Type IP (MS) or IS (MS)

2. Fly Ash and Pozzolan

a. ASTM C 618, Type N, F, or C, except that the maximum allowable loss onignition shall be 6 percent for Type N and F

3. Ground Iron Blast‐Furnace Slag

a. ASTM C 989, Grade 100 or 120

B. Water

1. Water shall be fresh, clean, and potable.

C. Aggregates

1. Aggregates Selection

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a. ASTM C 33, Size 67 except as modified herein. Obtain aggregates for exposedconcrete surfaces from one source. Aggregates shall not contain any substance whichmay be deleteriously reactive with the alkalies in the cement.

2. Aggregates for Lightweight Concrete

a. ASTM C 330.

D. Grout

1. Nonshrink Grout

a. ASTM C 1107

2. Cementitious Grout

a. Shall be a mixture of portland cement, sand, and water. Proportion one part cement toapproximately 2.5 parts sand, with the amount of water based on placement method.

E. Reinforcement

1. Reinforcing Bars

a. ASTM A 615/A 615M, Grade 60.

2. Welded Wire Fabric

a. ASTM A 185 or ASTM A 497

F. Metal Accessories

1. Provide ASTM A 123 or ASTM A153/A 153M galvanized.

2. Inserts

a. ASTM A 47, Grade 32510 or 35018, or ASTM A 27/A 27M Grade U‐60‐30.

3. Structural Steel

a. ASTM A 36/A 36M.

4. Bolts

a. ASTM A 307; ASTM A 325.

5. Nuts

a. ASTM A 563.

6. Washers

a. ASTM F 844 washers for ASTM A 307 bolts, and ASTM F 436 washers forASTM A 325 bolts.

G. Bearing Pads

1. Elastomeric

a. AASHTO HB14, for plain neoprene bearings.

2. Hardboard (Interior Only)

a. ANSI A135.4, class as specified by the precast Manufacturer.

2.03 FABRICATION

PCI MNL‐116 unless specified otherwise. A

.

B.

Forms

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1. Brace forms to prevent deformation. Forms shall produce a smooth, dense surface.Chamfer exposed edges of columns and beams 3/4 inch, unless otherwise indicated.

C.

Provide threaded or snap-off type form ties.

Reinforcement Placement

1. ACI 318 for placement and splicing. Reinforcement may be preassembled beforeplacement in forms. Provide exposed connecting bars, or other approved connection methods, between precast and cast-in-place construction. Remove any excess mortar that adheres to the exposed connection.

D. Concrete

1. Concrete Mixing

a. ASTM C 94. Mixing operations shall produce batch-to-batch uniformity ofstrength, consistency, and appearance.

2. Concrete Placing

a. ACI 304R.

3. Concrete Curing

a. Commence curing immediately following the initial set and completion ofsurface finishing. Provide curing procedures to keep the temperature of the concretebetween 50 and 190 degrees F. When accelerated curing is used, apply heat atcontrolled rate and uniformly along the casting beds. Monitor temperatures at variouspoints in a product line in different cast.

E. Surface Finish

1. Repairs located in a bearing area shall be approved by the ENGINEER prior to repairs. Precastmembers containing hairline cracks which are visible and are less the 0.02 inches in width,may be accepted, except that cracks larger than 0.005 inches in width for surfaces exposedto the weather shall be repaired. Precast members which contain cracks greater than 0.02inches in width shall be approved by the ENGINEER, prior to being repaired. Anyprecast member that is structurally impaired or contains honeycombed section deepenough to expose reinforcing shall be rejected.

2. Unformed Surfaces

a. Provide a floated finish.

3. Formed Surfaces

a. PCI MNL-116 (Appendix A – Commentary), Chapter 3, for grades of surfacefinishes.

1) Unexposed Surfaces: Provide a standard grade surface finish.

2) Exposed Surfaces: Provide a standard grade broomed surface finish. Thecombined area of acceptable defective areas shall not exceed 0.2 percent ofthe exposed view surface area, and the patches shall beindistinguishable from the surrounding surfaces when dry.

PART 3 EXECUTION

3.01 SURFACE REPAIR

A. Prior to erection, and again after installation, precast members shall be checked for damage, such as cracking, spalling, and honeycombing. As directed by the ENGINEER, precast

members that do not meet the surface finish requirements specified in Part 2 in paragraph

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entitled “Surface Finish” shall be repaired, or removed and replaced with new precast members.

3.02 ERECTION

A. Precast members shall be erected after the concrete has attained the specified compressive strength, unless otherwise approved by the precast manufacturer. Erect in accordance with the approved shop drawings. Brace precast members, unless design calculations submitted with the shop drawings indicate bracing is not required. Follow the manufacturer’s recommendations for maximum construction loads. Place precast members level, plumb, square, and true within tolerances. Align member ends.

3.03 BEARING SURFACES

A. Shall be flat, free of irregularities, and properly sized. Size bearing surfaces to provide for the indicated clearances between the precast member and adjacent precast members or adjoining field placed surfaces. Correct bearing surface irregularities with nonshrink grout. Provide bearing pads where indicated or required. Do not use hardboard bearing pads in exterior locations. Place precast members at right angles to the bearing surface, unless indicated otherwise, and draw‐up tight without forcing or distortion, with sides plumb.

3.04 ANCHORAGEE

A. Provide anchorage for fastening work in place. Conceal fasteners where practicable. Make threaded connections up tight and nick threads to prevent loosening.

3.05 WELDING

A. AWS D1.4 for welding connections and reinforcing splices. Protect the concrete and other reinforcing from heat during welding. Weld continuously along the entire area of contact except where tack welding is permitted. Do not tack weld exposed connection. Grind smoother visible welds in the finished installation.

3.06 OPENINGS

A. Holes or cuts requiring reinforcing to be cut, which are not indicated on approved shop drawing, shall only be made with the approval of the ENGINEER and the precast manufacturer. Drill holes less than 12 inches in diameter with a diamond tipped core drill.

3.07 GALVANIZING REPAIR

A. Repair damage to galvanized coatings using ASTM A 780 zinc rich paint for galvanized surfaces damaged by handling, transporting, cutting, welding, bolting, or acid washing. Do not heat surfaces to which repair paint has been applied.

3.08 GROUTING

A. Clean and fill keyways between precast members, and other indicated areas, solidly with nonshrink grout or cementitious grout. Provide reinforcing where indicated. Remove excess grout before hardening.

3.09 SEALANTS

A. Provide as indicated and as required by the ENGINEER.

END OF SECTION

81

PRECAST CONCRETE UNITS

PART 1 GENERAL

1.01 GENERAL REQUIREMENTS

A. Precast concrete units shall be designed and fabricated by an experienced and acceptable precast concrete manufacturer. The manufacturer shall have been regularly and continuously engaged in the manufacture of precast concrete units similar to that indicated in the project specifications or drawings for at least 10 years. In addition, the manufacturer shall employ a professional engineer registered in the state where the product is to be installed.

1.02 SUBMITTALS

A. The following items shall be submitted unless specified otherwise herein.

1. Preconstruction Submittals

a. Upon request by the OWNER, submit quality control procedures established by theprecast manufacturer’s Quality Control Manual.

2. Drawings

a. The drawings for precast concrete units shall be furnished by the precastconcrete producer for approval. These drawings shall show the design loads andstandards have been met. Installation and construction information shall be includedon shop drawings upon request. Details of steel reinforcing size and placement shallbe submitted.

b. For custom made precast concrete units, the drawing for submittal shall showlocations and dimensions to all penetrations and special embed items. Productdimensions and thicknesses shall be shown, and the drawing shall be to acommon architectural scale with the precast producer’s information in the title block.

3. Precast Concrete Unit Data

a. Anchorage, Lifting Inserts, and Devices

1) For anchors, lifting inserts and other devices, the precast concreteproducer shall provide product data sheets and proper installationinstructions upon request.

b. Accessory Items

1) For items including but not limited to sealants, gaskets, pipe entryconnectors, steps, racks, and other items installed before or afterdelivery; the precast concrete producer shall include proper installationinstructions and relevant product data upon request.

4. Design Data

a. The precast concrete producer shall supply submittals showing design loading andmaterial specifications for supplied products. At a minimum, the following shall beshown on the submittals:

1) Live load used in design

2) Vertical and lateral earth loads used in design

3) Depth of soil fill on the structure

4) Water table depth used in calculations

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b. The precast concrete producer shall ensure that the structure will not float whensubjected to buoyant forces during the construction stage as well as after the structurehas been installed and completely backfilled. Submit the calculations usedto determine the necessity of any anti‐flotation method used.

c. Upon request, the precast concrete producer shall supply precast concrete unit designcalculations and concrete mix design proportions and appropriate mix design test data.Structural design calculations shall be sealed by a licensed professional engineer inthe State of North Carolina.

5. Test Reports

a. Upon request, the precast concrete producer shall supply copies of materialcertifications and/or laboratory test reports, including mill tests and all other test data,for Portland cement, blended cement, pozzolans, ground granulated blast‐furnaceslag, silica fume, aggregate, admixtures, and curing compound proposed for use onthis project.

b. Upon request, the precast concrete producer shall submit copies of test reportsshowing that the mix has been successfully tested to produce concrete with theproperties specified and will be suitable for the project conditions. Such tests mayinclude compressive strength, plastic air content, temperature of freshly mixedconcrete, and slump of freshly mixed concrete. Special tests for precast concreteitems shall be clearly detailed in the specifications

c. Upon request, the precast concrete producer shall supply copies of in‐plant QA/QC inspection reports.

1.03 DESIGN

A. The following items shall be accounted for in the precast unit design.

1. Precast Concrete Unit Design

a. Design standard precast concrete units to withstand design load conditions inaccordance with the applicable industry design standards. Design must also considerstresses induced during handling, shipping, and installation in order to avoid productcracking or other handling damage. Design loads for precast concrete units shallbe indicated on the shop drawings, and designed by a licensed professionalengineer.

2. Joints and Sealants

a. Joints and sealants between adjacent units shall be of the type andconfiguration indicated on the shop drawings meeting specified design andperformance requirements.

3. Concrete Mix Design

a. Concrete type

1) For non‐machine cast products, the concrete shall be self‐consolidatingconcrete which produces minimal bugholes and does not segregate.

b. Concrete Proportions

1) Selection of proportions for concrete shall be based on current self‐consolidating concrete mix design techniques. At a minimum, ACI 211.1 shallbe used.

2) Upon request the precast concrete producer shall submit a mix design for eachstrength and type of concrete that will be used. Submitted mix

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designs shall include the quantity, type, brand and applicable data sheets for all design constituents as well as documentation indicating conformance with applicable reference specifications.

c. Durability and Performance Requirements

1) Concrete Compressive Strength

a) Precast concrete units shall have a 28‐day compressive strength of5,000 psi.

2) Water‐Cementitious Ratio

a) Concrete that will be exposed to freezing and thawing shallcontain air and shall have a water‐cementitious ratio of 0.45 or less.Concrete which will not be exposed to freezing, but which is required tobe leak resistant, shall have a water‐cementitious ratio of 0.48 or less.For corrosion protection, reinforced concrete exposed to deicer salts,brackish water or seawater shall have a water‐cementitious ratio of 0.40or less.

3) Air Content

a) The air content of concrete that will be exposed to freezingconditions shall be within the limits given below

Nominal Maximum Aggregate size (in)

Air Content % Severe Exposure Moderate Exposure

3/8 6.0 to 9.0 4.5 to 7.5 1/2 5.5 to 8.5 4.0 to 7.0 3/4 4.5 to 7.5 3.5 to 6.5

1 4.5 to 7.5 3.0 to 6.0 1‐1/2 4.5 to 7.0 3.0 to 6.0

* For specified compressive strengths greater than 5,000 psi, air content maybe reduced 1%

1.04 QUALITY ASSURANCE

A. The precast concrete producer shall demonstrate adherence to the standards set forth in the plant Quality Control Manual.

1. Qualifications, Quality Control and Inspection

a. The precast producer shall maintain a permanent quality control department.

b. The precast concrete producer shall have a quality control program which isaudited for compliance annually by persons outside that plant’s employeestructure.

c. Upon request, the precast concrete producer shall supply a copy of their qualitycontrol manual.

2. Quality Control

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a. The precast concrete producer shall show that the following quality control testsare performed as required and in accordance with the ASTM International standardsindicated

1) Concrete Testing

a) Slump

i. A slump test shall be performed at least once per day per mixdesign used. Slump tests shall be performed inaccordance with ASTM C 1611 for self‐consolidatingconcrete.

b) Temperature

i. The temperature of fresh concrete shall be measured each time aslump, air content, or compressive strength tests are made.Temperature shall be measured in accordance with ASTM C1064.

c) Compressive Strength

i. At least four compressive strength specimens shall be made eachday for each mix design unless otherwise specified. Inaccordance with ASTM C 31, C 39, C 192.

d) Air Content

i. Tests for air content shall be performed if the mix designspecifies air entrainment. The air content will be measured inaccordance with ASTM C 231. The Air Content shall bemeasured once per day per mix design.

e) Density (Unit Weight)

i. Tests for Density (Unit Weight) shall be performed monthly foreach mix design used at a minimum. Tests shall be inaccordance with ASTM C 138

2) Aggregate Testing

a) A full set of aggregate tests shall be performed on each aggregate atleast annually by an independent testing agency or an in house test lab.These tests will include gradations (ASTM C136), Soundness(ASTM C 88), Organic Impurities (ASTM C 40), Sand Equivalent forfine aggregates only (ASTM D 2419)

b) Potential reactivity shall be performed once per each aggregatesource, and when aggregate sources change (ASTM C 1260 or C1293)

c) Monthly, at a minimum, gradations shall be performed per ASTM C 33.

d) Aggregate Moisture tests

i. Moisture tests on aggregates shall be performed inaccordance with ASTM C 70 or ASTM C 566. Fineaggregate moisture content tests shall be performed at leastonce per day if there are no moisture meters,otherwise it shall be performed once permonth.

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Alternatively the speedy moisture test is acceptable (ASTM D 4944).

3) Preplacement Check

a) All products shall be inspected for accuracy prior to placingconcrete. Checks shall include, but not be limited to, formcondition and cleanliness, form dimensions, joints, release agent,blockouts, inserts and locations, lifting devices, reinforcing steel size,spacing, clearances and proper placement.

b) Preplacement checks shall be documented and initialed by theinspector. A drawing with verifications of the above criteria can beused as documentation.

4) Postplacement Check

a) All products shall be inspected for accuracy after the concreteforms have been removed. Checks shall include, but not be limited to,dimensional checks, finishing, insert locations, squareness,honeycombing, cracking, marking, coatings, racking, hole size andlocation. Postplacement checks may require a corrective action report.

b) Postplacement checks shall be documented and initialed by theinspector. A drawing with verifications of the above criteria can beused as documentation.

b. Copies of the test results and Inspections above shall be available upon request.

3. OWNER Inspection

a. The OWNER may place an inspector in the plant when the units covered by thisspecification are being manufactured. The precast concrete producer shall give noticeof 3 days prior to the time the precast concrete units will be available for plantinspection.

1.05 DELIVERY, STORAGE, AND HANDLING

A. Delivery

1. Precast concrete units shall be delivered to the site in accordance with the deliveryschedule. Upon delivery to the jobsite, all precast concrete units shall be inspected by theOWNER for quality and final acceptance.

B. Storage

1. Precast concrete units shall be stored in a manner that will minimize potential damage.

C. Handling

1. Precast concrete units shall be handled and transported in a manner to minimize damage.Lifting devices or holes shall be consistent with industry standards. Lifting shall beaccomplished with methods or devices intended for this purpose as indicated on the shopdrawings. Upon request, the precast concrete producer shall providedocumentation on acceptable handling methods for the product.

1.06 PLANT CONDITIONS

A. Any plant producing precast concrete units for this specification shall have a written, implemented, comprehensive safety and environmental program. Upon request, documentation shall be provided to show the safety program meets the following minimum requirements.

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1. Safety Program Requirements

a. The safety program shall include the following written and documented parts as aminimum.

1) Housekeeping

2) Lock‐Out Tag‐Out

3) Machine Guarding

4) Risk Assessment

5) Personal Protective Equipment

6) Contractor and Visitor Safety

7) Cranes and Lifting Equipment Safety

8) Ergonomics and handling Safety

9) Fall Protection

2. Health and Safety Management System Requirements

a. The health and safety management system shall be used to manage the safety programand all measureable aspects.

3. Environmental Management System Requirements

a. The Environmental Management System shall encompass the following:

1) Air Pollution Control

2) Water and Wastewater Management

4. Recordable rate

a. The recordable rate shall be below the industry average. If the industry average is notreadily available, assume a value of 6 recordable injuries per 200,000 hours workedas the industry average.

PART 2 PRODUCTS

2.01 MATERIALS

A. Except as otherwise specified, material shall conform to the following section.

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1. Materials

Cement Standard Specification for Admixtures to Inhibit ASTM C 150 (Type I, II, III, or V) ASTM C 595 (for Blended Cements)

Silica Fume ASTM C 1240 Fly Ash and Pozzolans ASTM C 618 Ground Granulated Blast‐Furnace Slag ASTM C 989

Water ASTM C 1602 (the use of reclaimed/recycled water shall be permitted)

Aggregates ASTM C 33 (and aggregate specifications) Air Entraining Admixtures ASTM C 260 Accelerating, Retarding, Water Reducing Admixtures ASTM C 494

Corrosion Inhibitors ASTM C 1582 Reinforcing Bars ASTM A 615 or ASTM A 706 Plain, Welded Wire Reinforcement ASTM A 185 Deformed, Welded Wire Reinforcement ASTM A 497 Epoxy Coated Reinforcing Bars ASTM A 775 Epoxy Coated Welded Wire Reinforcement ASTM A 884 Hot‐Dipped Galvanizing for Inserts ASTM A 152 Rubber Gaskets for Circular Pipe ASTM C 443 External Sealing Bands for Pipe ASTM C 877 Preformed Flexible Joint Sealants for Concrete Pipe, Manholes, and Manufactured Box Sections

ASTM C 990

Elastomeric Joint Sealants ASTM C 920 Pipe Entry Connectors ASTM C 923, ASTM C 1478 Nonshrink Grout ASTM C 1107

2.02 MANUFACTURE

A. Manufacture shall conform to the producer’s acceptable quality control manual.

1. Forms

a. Forms for manufacturing precast concrete units shall be of the type and designconsistent with industry standards and practices. They should be capable ofconsistently providing uniform products and dimensions. Forms shall beconstructed so that the forces and vibrations to which the forms will besubjected cause no damage to the precast concrete unit.

b. Forms shall be cleaned of concrete build‐up after each use.

c. Form release agents shall be applied according to the manufacturer’srecommendations and shall not be allowed to build up on the form casting surface.

2. Reinforcement

a. Cages of reinforcement shall be fabricated by tying the bars, wires or welded wirereinforcement. The tolerances for concrete cover shall be 3/8 in. or as specified in thedesign. Welding shall be allowed only for ASTM A 706 rebar.

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b. Positive means shall be taken to assure that the reinforcement does not movesignificantly during the casting operations.

3. Embedded Items

a. Embedded items shall be positioned at locations specified in the designdocuments. Inserts and other embeds shall be held rigidly in place so that they do notmove significantly during casting operations.

4. Concrete

a. Concrete Mixing

1) Mixing operations shall produce batch‐to‐batch uniformity of strength,consistency and appearance.

2) Batching weight and volume measurement devices shall be annuallycalibrated by an independent testing laboratory or more frequently ifbatching irregularities or concrete inconsistencies are observed.

b. Concrete Placement

1) Concrete shall be placed in a manner in which it flows and consolidateswithout segregation or air entrapment. The freefall of concrete shall be kept toa minimum.

2) Cold Weather Concreting

a) Recommendations for cold weather concreting are given in detail inACI 306 R. Adequate equipment shall be provided for heating concretematerials and protecting concrete during freezing or near‐freezingtemperatures. All concrete materials, reinforcement, and forms shallbe free from frost. In cold weather, the temperature of the concrete atthe time of placement shall not be below 45 degrees F. Concrete thatfreezes before it reaches a compressive strength of 500 psi shall bediscarded.

3) Hot Weather Concreting

a) Recommendations for hot weather concreting are given in detail inACI 305 R. During hot weather excessive concretetemperatures and water evaporation shall be minimized. Thetemperature of concrete at the time of placing shall not exceed 95degrees F.

c. Concrete Curing

1) Curing operations shall commence immediately following the initial set of theconcrete and completion of surface finishing.

2) Curing by moisture retention

a) Precast products shall be protected from drafts and wind toprevent plastic shrinkage cracking.

b) Moisture shall be prevented from excessively evaporating fromexposed surfaces until adequate strength for stripping the precastconcrete unit from the form is reached.

3) Curing with Heat and Moisture

a) Concrete shall not be subjected to steam or hot air until after theconcrete has attained its initial set. If hot air is used, precautions

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shall be taken to prevent moisture loss from the concrete. The temperature of the concrete shall not be permitted to exceed 150 degrees F. The temperature gain shall not exceed 40 degrees F per hour.

d. Surface Finish

1) The surface finish shall be as specified on the contract documents and/orapproved shop drawings.

e. Stripping Precast Concrete Units from Forms

1) Precast concrete units shall not be removed from the forms until theconcrete reaches the compressive strength for stripping required bydesign. Stripping strengths shall be routinely measured to ensure product hasattained sufficient strength for safe handling.

f. Patching and Repairing

1) Repairing Minor Defects

a) Defects that will not impair the functional use or expected life of theprecast concrete unit may be repaired by any method that does notimpair the product

2) Repairing Honeycombed Areas

a) When honeycombed areas are to be repaired, all loose material shallbe removed and the areas cut back into essentially horizontal or verticalplanes to a depth at which coarse aggregate particles break underchipping rather than being dislodged. Proprietary repair materialsshall be used in accordance with the manufacturer’sinstructions. Otherwise, the area shall be saturated withwater. Immediately prior to repair, the area should be damp, but free ofexcess water. A cement‐sand grout or an approved bonding agent shallbe applied to the chipped surfaces, followed immediately byconsolidating an appropriate repair material into the cavity.

3) Repairing Major Defects

a) Defects in precast concrete products which impair the functional use orthe expected life of products shall be evaluated by qualified personnelto determine if repairs are feasible and, if so, to establish the repairprocedure.

g. Shipping Precast Concrete Units

1) Precast concrete units shall not be shipped until they have reached at least70% of their specified 28‐day design strength, unless damage will not result,impairing the performance of the product.

PART 3 EXECUTION

3.01 SURVEY

A. The installation area shall be surveyed using the work print and a checklist to identify the work to be done and to determine that the plans are correct.

B. All underground facilities and structures such as gas, water, sewer, power, telephone cable, and so forth shall be located and identified. Location markings shall be placed by the affected utilities before construction.

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C. The survey shall identify and obstacles such as overhead wires, building structures that will interfere with crane operations, work progress, or create a safety hazard.

D. The survey shall give consideration to the soil structure so that proper shoring, sloping, or both may be planned in advance of the excavation work.

3.02 PLANNING

A. Permits required to do work in accordance with the detail plans shall be secured before starting the job. All permits or a record of the permits shall be retained on the job for immediate reference.

B. All utilities and owners of surface and subsurface facilities and structures in the area shall be given advance notification of proposed excavation. Every effort shall be made to avoid damage to the facilities of others. If any damage occurs, the owner of the damaged facility shall be notified immediately.

C. Planning shall include the coordination of all responsible parties to ensure that arrangements for removal of excess and damaged material have been made.

D. Should it appear that a structure location will interfere with traffic, review the situation with the engineer and notify appropriate authorities.

E. Provide for access to call boxes, fire hydrants, etc.

3.03 SAFETY REQUIREMENTS

A. Safety requirements for construction shall be in accordance with all federal, state, and local regulations.

3.04 EXCAVATING

A. If unforeseen facilities or obstructions are encountered, stop excavation operations immediately. Expose the obstruction with wood handled digging tools and investigate them with caution. If there is any doubt as to the type of obstruction exposed, request positive identification from those suspected of owning the facility and then proceed as circumstances dictate.

B. Inspect excavations after every rainstorm or other hazard‐increasing occurrence, and increase the protection against slides and cave‐ins, if necessary

C. In dewatering excavations, make certain that the discharge is carried to a suitable runoff point. Also verify that the design accounts for the level of groundwater encountered.

D. Excavation size shall be large enough to allow access around the structure after it is installed.

3.05 SHORING

A. Shoring for construction shall be in accordance with all federal, state, and local regulations

3.06 INSTALLATION

A. Site Access

1. The general contractor shall be responsible for providing adequate access to the site to facilitatehauling, storage, and proper handling of the precast concrete units.

B. Subgrade Bedding Materials and compaction

1. The installation contractor shall be responsible for ensuring that the subgrade iscompacted to 95% of ASTM D558 density. The subgrade shall be a minimum of 6” in depth.A granular material shall be used to create a level surface for placing the precast concrete unit.

C. Installation

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1. Precast concrete units shall be installed to the lines and grades shown on the contractdocuments or otherwise specified.

2. Precast concrete units shall be lifted by suitable lifting devices at points provided by the precastconcrete producer in accordance with applicable industry standards. Upon request, theprecast concrete producer shall provide installation instructions

D. Leak Resistance

1. Where leak resistance is a necessary performance characteristic of the precast concrete unit’send use, joint sealant, pipe‐entry connectors and other penetrations shall be sealed according tomanufacturer’s requirements to ensure the integrity of the system.

3.07 BACKFILLING AND RESTORATION

A

.

B.

Do the backfilling as soon as possible after the structure has been placed.

Backfill material shall be granular and free from large stones, rocks, and pavement. Expansive soil material shall not be used as backfill around the structure.

C. Backfilling shall be achieved by lifts (layers) to the required compaction.

D. Follow up inspections for settlements are required. Should settlement occur, the contractor shall be responsible for all necessary repairs.

3.08 FIELD QUALITY CONTROL

A. Job Site Tests

1. When leak resistance testing is required for a precast concrete structure, one of thefollowing methods may be followed

a. Vacuum Testing

1) Prior to backfill, vacuum test system according to ASTM C 1244 formanholes and ASTM C 1227 for septic tanks.

b. Hydrostatic Testing

1) First Backfill the structure, then fill to the top. Let stand for 24 hours. Refill tothe original water line and measure the water level change over a 24 hourperiod. Leak shall not exceed 5% of volume.

B. Inspection

1. Final field elevations and compaction properties shall be verified and documented.

END OF SECTION

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