StatementofWorkRevised27May2015.Pdf

TECHNICAL PROVISIONS

GENERAL

1. DESCRIPTION OF WORK:

1.1 Work to be Done: The work covered by this contract consists of furnishing all plant, labor, materials and performing all operations required in connection with Constructing and Miscellaneous Repairs to Timber and Concrete Bridges, Ft Stewart and Hunter AAF and shall be complete in strict accordance with specifications and drawings. The work includes, but is not necessarily restricted to, the following items.

1.1.1 After receipt of contract award and upon notification by the Contracting Officer, the Contractor shall meet Government personal for the purpose of verifying existing site conditions of each bridge. The contractor and Government will visit each bridge for the purpose of scoping the work to be done. Performance time will be sited on each delivery order in accordance with contract provision entitled, “Delivery Order Performance Time”.

1.1.2 Contractor shall demolish as issued by the delivery order existing bridge(s) which may include bulkheads, wingwalls, stringers, piles, caps, decking, and miscellaneous items.

1.1.3 Contractor shall remove all debris and demolished material to the appropriate sites. No landfill area available on Ft. Stewart or Hunter AAF.

1.1.4 Contractor shall construct new timber bridges or repair by component replacement as issued by the delivery order to include bulkheads, wingwalls, stringers, decking, piles, caps, and miscellaneous bolts, and fasteners shown on drawings. This work includes clearing brush, excavation, backfilling, compacting, and grading as necessary to complete this contract.

1.1.5 Contractor shall install storm piping in location directed. This work includes excavation, backfilling, compacting, and grading as necessary to complete this contract.

2. CLOSURE TO TRAFFIC

2.1 Contractor shall request closure of the road or bridges by written request to the Contracting Officer’s Representative at least 10 working days prior to the desired closing date for any road or bridge, or portion thereof, to traffic. The request shall also include a schedule of work for each phase of work for each bridge to be replaced. A sketch shall be provided showing locations of closure area and placement of barricades and signs for traffic control.

2.2 Before closing or removing a road or bridge, contractor shall furnish and erect approved barricades, warning lights, signals and signs to protect the public as approved by the Contracting Officer Representative. Contractor will be responsible for maintaining traffic control devices during construction at each bridge location.

3. FACTORS AFFECTING PERFORMANCE UNDER THE CONTRACT:

3.1 The contractor’s attention is directed to the fact that the work will be accomplished on tank trails located within the boundary of Ft. Stewart and Hunter AAF. The contractor shall coordinate entry through the Ft. Stewart Range Control Office, Building 8302 and the Directorate of Emergency Services at Building 283.

3.2 The contractor shall notify the Contracting Officer’s Representative 30 working days in advance to coordinate the contract performance with the Range Control Office.

3.3 Electric power will not be available for use at job site. It shall be the contractor’s responsibility to furnish all necessary electrical power, temporary wiring and safety devices necessary to comply with the applicable codes/safety requirements.

3.4 Maintenance work on bridges shall be limited to 10 bridges at one time unless approved by the COR. Total bridge replacement shall be limited to two bridges at one time unless approved by the COR.

3.5 Excavation Permits: Permits shall be issued by using the Georgia 811, Utilities Protection Center, Inc. Phone number is1-800-282-7411. Excavation of any type is prohibited after normal working hours without prior approval of the Contracting Officer.

3.6 Contractor office trailers and storage yard will be in accordance with “US Army Garrison, Ft. Stewart and Hunter AAF Policy memorandum #10-Design and Maintenance of Contractor Storage “dated 25 January 2013.

3.7 Electrical power for temporary construction office during contract will be accomplished through coordination and paid to Canoochee EMC.

SECTION 02 41 00

DEMOLITION

1. SUBMITTALS: The procedures proposed for the accomplishment of salvage and demolition work shall be submitted for approval. The procedures shall provide for safe conduct of the work, careful removal and disposition of materials specified to be salvaged, protection of property which is to remain undisturbed, coordination with other work in progress, and timely disconnection of utility services. The procedures shall include a detailed description of the methods and equipment to be used for each operation, and the sequence of operations.

2. GENERAL REQUIREMENTS: The work includes demolition or removal of all construction indicated or specified. All materials resulting from demolition work, except as indicated or specified otherwise, shall become the property of the Contractor and shall be removed from the limits of Government property. Rubbish and debris shall be removed from Government property daily unless otherwise directed so as to not allow accumulation. Materials that cannot be removed daily shall be stored in areas specified by the Contracting Officer.

3. PROTECTION:

3.1 Protection of Existing Work: Before beginning any cutting or demolition work, the Contractor shall carefully survey the existing work and examine the drawings and specifications to determine the extent of the work. The Contractor shall take all necessary precautions to insure against damage to existing work to remain in place, to be reused, or to remain the property of the Government, and any damage to such work shall be repaired or replaced as approved by the Contracting Officer at no additional cost to the Government. The Contractor shall carefully coordinate the work of this section with all other work and construct and maintain shoring, bracing and supports, as required. The Contractor shall insure that structural elements are not overloaded and be responsible for increasing structural supports or adding new supports as may be required as a result of any cutting, removal, or demolition work performed under any part of this Contract. Trees within project site shall be protected from damage.

4. BURNING the use of burning at the project site for the disposal of refuse and debris will not be permitted.

5. USE OF EXPLOSIVES: Use of explosives will not be permitted.

6. EXISTING FACILITIES:

6.1 Structures or Concrete: Existing structure and material shall be removed in their entirety.

6.2 Utilities:

6.2.1. Removal of Utilities: Existing utilities shall be removed as required. When utilities lines are encountered that are not on the drawings the COR shall be notified.

7. DISPOSTION OF MATERIAL:

7.1 Title to Materials: Title to all materials and equipment to be demolished is vested in the Contractor upon receipt of notice to proceed. The Government will not be responsible for the condition, loss or damage to such property after notice to proceed.

7.2 Material for Contractor Salvage: Material for salvage shall be stored as approved by the Contracting Officer. Salvage materials shall be removed from Government property before completion of the Contract. Material for salvage shall not be sold on the site.

7.2.1 Damaged Items: Items damaged during removal or storage shall be repaired or replaced to match existing.

8. CLEAN-UP:

8.1 Debris and Rubbish: Debris and rubbish shall be removed from job site daily.

8.2 Debris Control: Debris shall be removed and transported in a manner as to prevent spillage on streets or adjacent areas.

8.3 Regulations: Local regulations regarding hauling and disposal apply.

SECTION 03 30 00.00.20

CONCRETE FOR BUILDING CONSTRUCTION

(MINOR REQUIREMENTS)

PART 1 - GENERAL

1. APPLICABLE PUBLICATIONS: The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

1.1 American Concrete Institute (ACI) Standard:

ACI 318 (2011; Errata 1 2011, Errata 2 2012; Errata 3-4 2013) Building Code Requirements for Reinforced Concrete

1.2 American Society for Testing and Materials (ASTM) Publication:

ASTM C 94 (2013A) Ready-Mixed Concrete

2. GENERAL REQUIREMENT: The work shall be in conformance with ACI 318, part entitled "Construction Requirements," except as specified herein.

2.1 Compressive Strength: Concrete mixes shall be proportioned to obtain compressive strength in 28 days of 750 Flex. The compressive strengths shall be reached in 7 days when high- early-strength cement is used.

2.2 Air Content: Total air content of exterior concrete shall be maintained at 5 to 7 percent by volume of concrete.

2.3 Slump: Maximum slump shall be 3 inches.

2.4 Fiber Reinforcement: Concrete shall be nylon or polypropylene fiber reinforced concrete.

3. STORAGE: Materials shall be stored so as not to deteriorate or become contaminated.

PART 2 - PRODUCTS

4. MATERIALS shall conform to the following:

4.1 Abrasive Aggregate: Aluminum oxide, emery, or silicon-carbide abrasive.

4.2 Anchorage Items: Standard manufactured item of the types indicated or required for the application.

4.3 Concrete Materials: ASTM C 94, cement type optional. Only one brand of any one type of cement shall be used for exposed concrete surfaces of any individual structure.

4.4 Curing Materials: Impervious sheet or membrane-forming curing compound.

Impervious sheet shall be white opaque polyethylene 4 mil thick, waterproof kraft paper, or polyethylene-coated burlap. Membrane-forming curing compound shall be of commercial formulation, sprayable, nontoxic, and of the type that will dry within 4 hours and form a film highly resistant to moisture loss from concrete while curing. Compound shall be clear with fugitive dye, resin-base or chlorinated-rubber-base-type.

4.5 Form Coating: Nonstaining form oil or form release agent that will not deleteriously affect concrete surfaces nor impair subsequent applications.

4.6 Form Materials: Plywood or hardboard especially made for concrete form use or other materials that will produce the specified finish without adversely affecting the concrete surfaces.

4.7 Reinforcement: Deformed, Grade 60-billet steel. Mesh shall be welded steel wire fabric with wires at right angles to each other.

4.8 Dowels: Plain carbon steel bars, minimum yield point of 40,000 psi for use in slabs on grade.

4.9 Expansion Joint Filler Strip: Premolded nonextruding, resilient bituminous or nonbituminous type for use in concrete paving or construction.

4.10 Fiber: Fiber shall be nylon or polypropylene .015 inch in diameter and be at 1% content by volume or 3 pounds per cubic yard.

PART 3 - EXECUTION

5. FORMWORK shall be made mortar tight, properly aligned and adequately supported to produce concrete conforming accurately to the indicated shapes, lines, dimensions, and with surfaces free of offsets, waviness, or bulges. Where surfaces are to be exposed or painted, panels shall be manufacturer's stock size material, using smaller panels cut to required dimensions only where required by openings and joints. Panel joints in exposed or painted work shall occur at control joints, including alignment with masonry control joints and construction joints. Unless otherwise shown, exposed external corners shall be chamfered, beveled, or rounded by moldings placed in the forms. Surfaces shall be thoroughly cleaned and coated before each use. Forms shall be removed at a time and in a manner that will not injure the concrete.

6. REINFORCEMENT: Reinforcement shall be fabricated to the shapes required.

Wire-mesh reinforcement shall be continuous between joints in slabs on grade. Laps shall be at least one full mesh plus 2 inches; staggered to avoid continuous lap in either direction; and securely wired or clipped with the standard clips. Mesh shall be supported on precast concrete units or specifically designed wire-fabric supports fabricated of plastic in a manner that will support the mesh at the minimum height indicated.

7. INSTALLATION OF ANCHORAGE ITEMS shall be as indicated or required to insure sufficient anchorage for purpose intended.

8. JOINTS:

8.1 Expansion Joint: Expansion joint filler shall be as shown on drawings.

9. PLACING: Concrete footings and slabs shall be placed upon clean undisturbed surfaces free from frost, ice, and water. Dry or pervious surfaces receiving concrete shall be covered with impervious sheet materials. Concrete may be placed directly on impervious surfaces that are thoroughly moistened but not muddy. During cold weather, in-place concrete shall be protected from freezing throughout the curing period.

Concrete to receive other construction shall be screeded to the proper level.

10. CONSOLIDATION OF CONCRETE: Each layer of concrete shall be consolidated with internal concrete vibrators supplemented by hand spading, rodding, and tamping.

Vibrating equipment shall be adequate to thoroughly consolidate the concrete.

11. FINISHING CONCRETE:

11.1 Formed Surfaces: Fins and loose material shall be removed. Unsound concrete, voids over 1/2 inch in diameter, and tie-rod and bolt holes shall be cut back to solid concrete, reamed, brush-coated with cement grout, and filled solid with a stiff portland-cement-sand mortar mix. Patchwork shall finish flush with adjoining concrete surfaces and, where exposed, shall match adjoining surfaces in texture and color.

Patchwork shall be cured for 72 hours. White portland cement shall be used as needed to attain color match.

11.2 Unformed Surfaces: Surfaces shall be finished to a true plane with no deviation exceeding 5/16 inch when tested with a 10-foot straightedge. Surfaces shall be pitched to drains. Surfaces shall be screeded and floated to the required finish level with no coarse aggregate visible before finishing as specified below.

11.2.1 Nonstop Finish: The concrete shall receive a nonslip finish so indicated by brooming with a fiber-bristle brush in a direction transverse to that of main traffic. Do not use a burlap drag on fiber reinforced concrete.

12. CURING shall start as soon as free water has disappeared from concrete surfaces after placing and finishing. Curing materials shall be applied and maintained so as to protect the concrete from moisture loss for 7 days. Curing shall be accomplished by impervious sheet or membrane-forming curing compound. Concrete surfaces shall be thoroughly wetted before covering with impervious-sheet materials. Membrane-forming curing compound shall be applied with mechanical spraying equipment at a coverage of not more than 300 square feet per gallon. Surfaces of compound damaged during curing shall be resprayed. The compound shall not be used on surfaces to receive floor hardener or receiving applications depending on adhesion or bonding, except that resin-base or chlorinated- rubber-base compounds may be used on floors receiving resilient flooring; surfaces to be painted; and surfaces to receive bituminous roofing or waterproofing.

13. TESTING: Contractor is responsible for testing concrete to determine concrete strength. Each test shall comprise of taking three (3) test cylinders to determine 7, 14 and 28-day strengths of the new concrete. A minimum of one test each day that concrete is placed is required and a minimum of one test for each 50 cubic yards of concrete placed in one day is required.

SECTION 06 13 33

TIMBERWORK AND MISCELLANEOUS WORK

PART 1 - GENERAL

1.1 APPLICABLE PUBLICATIONS:

1.1.1 U.S. DEPARTMENT OF DEFENSE (DOD.):

MIL-P-21035 (1991; Rev B; Notice 2 2003) Paint, High Zinc Dust Content, Galvanizing Repair

MIL-S-46163A Sealing, Lubricating and Wicking Compound:

Thread-Locking, Anaerobic Single Component

1.1.2 American Society for Testing and Materials (ASTM) Publications:

ASTM A 123 (2012) Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products

ASTM A 153 (2009) Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Wire

ASTM A 307 (2012) Standard Specification for Carbon Steel Externally Threaded Standard Fasteners

ASTM F 1667 (2011) Standard Specification for Driven Fasteners: Nails, Spikes and Staples

1.1.3 American Wood Preservers' Association (AWPA) Standards:

AWPA C1 (2003) All Timber Products – Preservation Treatment by Pressure Processes

AWPA C2 (2003) Lumber, Timber, Bridge Ties and Mine Ties - Preservative Treatment by Pressure Process

AWPA M2 (2001) Standard for Inspection of Treated Timber Products

AWPA M4 (2002) Care of Preservative-Treated Wood Products

AWPA M6 (1996) Brands Used on Forest Products

AWPA P5 (2007) Standard for Waterborne Preservatives

AWPA U1 (2013) Use Category System: User Specification for Treated Wood

1.2 SUBMITTALS:

1.2.1 Certified Test Reports:

Submit the inspection report of an independent inspection agency, for information only, offered products complying with applicable AWPA Standards. Identify treatment on each piece by the quality mark of an agency accredited by the Board of Review of the American Lumber Standard Committee. The AWPB Quality Mark on each piece will be accepted, in lieu of inspection reports, as evidence of compliance with applicable AWPA treatment standards.

1.2.2 Delivery Inspection List

Contractor shall field verify and submit a verification list of each treated timber member and each strapped bundle of treated lumber indicating the wording and lettering of the quality control marking, the species and condition of the wood. Do not incorporate materials damaged in transportation from the plant to site. Inspect all preservation-treated wood, visually to ensure there are no excessive residual materials or preservation deposits. Material shall be clean and dry or it will be rejected due to environmental concerns.

1.3 DELIVERY AND STORAGE: Material shall be delivered to the site in undamaged condition, stored in fully covered, well ventilated areas, and protected from extreme changes in temperature and humidity. Handle treated timber with ropes or chain slings without dropping, breaking outer fibers, bruising, or penetrating surfaces with tools. Do not use cant dogs, peaveys, hooks or pike poles. Protect timber and hardware from damage.

PART 2 - PRODUCTS

2.1 MATERIALS:

2.1.1 Lumber and Timbers: All wood used shall be as specified on drawings and identified by the grade mark of a recognized association or independent inspection agency using the specific grading requirements of an association recognized as covering the species used. The association or independent inspection agency shall be certified by the Board of Review, American Lumber Standards Committee, to grade the species used.

2.1.1.2 Preservative Treatment: All wood shall be treated with retention asset of 0.80 pound per cubic foot. Each piece of treated lumber shall be branded, by the producer, in accordance with AWPA M6. For wood not in contact with salt water or salt splash, treatment in accordance with AWPA U1 preservative AWPA P5 except that chromated zinc chlorides, pentachlorophenol-ammoniacal systems, creosote, and alkyl ammonium compounds will not be allowed. The contractor shall be responsible for the quality of treated wood products. Treatment used shall be approved for Soil Contact and Fresh Water Exposure.

2.1.2 Hardware: Nails, screws, spikes, and other fastenings shall meet the requirements of ASTM F 1667. Bolts and nuts shall conform to ASTM A 307. Provide washers, cast-iron ogee, where indicated. Provide bolts with washers under nut and head. Hot dip-galvanize all hardware. All bolt and nut connections shall have a thread-locking compound applied before tightening. Compound shall conform to Mil. Spec-S-46163A Type II, Grade G. Deck spikes shall be shall be 3/8” square x 8” long galvanized.

2.1.2.1 Zinc-Coating: Galvanize steel specified or indicated by the hot-dip process in accordance with ASTM A 123 and ASTM A 153, as applicable.

2.2 FIELD TREATMENT:

2.2.1 Timberwork: Field treat all cuts, drilled holes, bevels, notches, refacing and abrasions made in the field in treated piles or timbers in accordance with AWPA M4, MSDS, and CIS. Trim all cuts and abrasions before field treatment. Paint all depressions or openings around bolt holds, joints, or gaps including recesses formed by counterboring, with preservative treatment used for piles or timbers; and after bolt or screw is in place, fill with hot pitch or a bitumastic compound.

2.2.2 Piling Protection: In accordance with AWPA M4, immediately after pile tops are cut off and prior to placement of decking, protect pile top with several heavy applications of the same preservative used to treat the pile or post, or else copper napthenate solutions containing a minimum of 2 percent copper metal may be used with all treated products. Seal ends shall be sealed with a heavy application of coal-tar pitch or other appropriate sealer.

2.2.3 Galvanized Surfaces: Repair and recoat zinc coating which has been field or shop cut, burned by welding, abraded, or otherwise damaged to such an extent as to expose the base metal. Thoroughly clean the damaged area by wire brushing and remove all traces of welding flux and loose or cracked zinc coating prior to painting. Paint cleaned area with two coats of zinc oxide-zinc dust paint conforming to Mil. Spec.

DOD-P-21035. Compound paint with a suitable vehicle in a ratio of one part zinc oxide to four parts zinc dust by weight.

PART 3 - EXECUTION

3.1 CONSTRUCTION: Provide personal protective equipment for all persons fabricating, field treating, or handling materials treated with water-borne salts.

3.1.1 Cut and frame all lumber and timber so that joints will fit over contact surface.

Secure timbers and piles in alignment. Open joints are unacceptable. Shimming is not allowed on new work.

3.1.2 Temporary Attachments: Temporary braces may be attached to treated timber with nails or spikes only when approved by the Contracting Officer. Upon their removal, the holes shall be filled by driving galvanized nails or spikes flush with the surface.

3.1.3 Bracing: Align piles before bracing is placed. Provide bracing of sufficient length to provide a minimum distance of 8 inches between outside bolt and the end of brace.

Bracing and girts shall bear firmly against piles or timber to which secured. Place fillers to avoid bending the bracing more than one inch out of line when bracing bolts or other fastenings are drawn up tight. Built-up fillers will not be permitted. Make filler a single piece of the same treated lumber as that in the brace, with a width of not less than 6 inches and a length of not less than 12 inches. Bolt end of bracing through pile, with a bolt of not less than the indicated diameter. Bolt or boat spike intermediate intersections as indicated.

3.1.4 Caps: Prior to placing cap, prepare tops of piles according to paragraph entitled “Field Treatment”. Place timber caps to insure bearing over tops of supporting piles and to secure even alignment of their ends. Secure caps by drift bolts as shown. Place drift bolt in the center of the pile.

3.1.5 Stringers: Place crown up and, if possible, the better edge of deck stringers down.

Tops of stringers shall not vary from a plane more than will permit bearing of the floor on all stringers. Between stringers, frame and toenail filler blocks at each end with at least four nails. Make size and spacing of filler blocks as indicated.

3.1.6 Decking and Threadway: Install material with heart side down and spacing as indicated. Nail each member to each joist with not less than two nails. Contractor shall not install any material in lengths shorter than 8'-0" unless approved by the Contracting Officer's Representative. Spikes shall be driven in a straight row having a maximum row spacing of 2’-0” as shown on drawings. Place spikes at least two and one-half inches from edge of member. Pre-drill all spike holes. Members to be removed and replaced shall be removed by a skilled worker. Cut joints straight to insure proper placement of new material. Remove dirt and other foreign material from empty space before placement of new member. Pre-drill spike hole and spike to match pattern stated above.

3.1.7 Fastening: Use washers of the size and type specified under bolt heads and nuts in contact with wood. Burr threads of all bolts after nuts have been finally tightened.

Vertical bolts shall have nuts on the lower end. Where bolts are used to fasten timber to timber, bolt members together when they are installed and retighten immediately prior to final acceptance of contract. Provide bolts having sufficient additional threading to provide at least 3/8 inch per foot thickness of timber for future retightening.

3.1.8 Shimming of Existing Piles: Existing pile shall be checked for cap bearing before installing shim. Shim shall be cut from pressure treated lumber. Contractor shall install shim and hammer into place to insure existing cap rest on top of shim. Shim shall be nailed into place.

3.1.9 Pile Banding: Split pile shall be banded as shown on drawings.

3.1.10 Removing Dirt from Bridge Treadway: Contractor shall remove dirt, mud and foreign materials from bridge decking by using backhoe, road grader, sweeper or other approved methods that does not damage treadway. Material removed shall be spread on tank trails around bridge. Method used shall insure that dirt is not allowed to enter streams or water under bridge. After removing dirt, contractor shall sweep bridge treadway to insure all dirt is removed. Treadway shall be inspected and any spikes found to be bent or backing out of decking shall be removed and new spike installed in its place. Contractor shall regrade bridge approaches 50 feet from bridge after cleaning operations are complete. All existing signs shall be cleaned to remove foreign material during the deck cleaning operation on each bridge. Contractor shall brush clean each sign using household detergent and water. After cleaning, sign shall be rinsed with clean water. Secure any loose nails on signs and wood sign members by renailing.

Sign cleaning and renailing shall be considered part of the treadway cleaning bid item.

3.1.11 Placement of Stone Rip Rap: Rip Rap shall be placed as directed by the Contracting Officers Representative. Material used shall be Type 3 as shown in the Georgia Department of Transportation Standard Specification Section 805. Material placement in accordance to the Georgia Department of Transportation Standard Specification Section 603. Contractor shall install a filter fabric under Rip Rap. Fabric shall be Mirafi 140N or approved equal. Fabric shall be installed in accordance with manufacturers printed installation instructions. Fabric shall be installed in the direction of water flow with joints overlapping as minimum of 12” and fastened to the ground with stakes to prevent moment prior to the placement of stones. Fabric shall be approved for placement in fresh water.

3.1.12 Replacing Sealant in Joints on Existing Concrete Bridges: Contractor shall remove existing joint material from defected joint. Each side of joint shall be free of dirt, dust, debris and any material that will prevent bonding of new material. Contractor shall install new backing material before installing joint sealant. Sealant material used shall be Dow corning 888 Silicone Joint Sealant or approved equal. Material shall be installed in accordance with sealant manufacturer.

3.1.13 Inspection and Tighten Bolt per Span: Contractor shall inspect and tighten all bolted connections on bridges as specified. All bolts and nut connections shall be coated with a thread-locking compound that conforms to Mil-Spec S 46163-A Type II, Grade O. (Loctite 262 or approved equal). Compound and primer, if required, shall be applied in accordance with manufacturer. Connections shall be tighten with hand tools or other approved methods.

3.1.14 Bridge Signs: Signs shall be size and design as shown on drawings. Reflective sheeting shall meet the requirements of GDOT Section 913, Type III material.

3.1.15 Deck and Treadway Board Replacement: Deteriorated members shall be removed in lengths as directed. Saw cut deteriorated member a minimum of six inches beyond deteriorated area. Remove all deteriorated material before installation of new material. Ends of new and cut material shall be cut square. Spikes shall be driven in a straight row having a maximum row spacing of 2’-0” as shown on drawings. Place spikes at least two and one-half inches from edge of member. Pre-drill all spike holes.

3.1.16 Replacement of Metal Pile Cap. Remove existing damaged pile cap and replace with 20 gauge galvanized material. New cap construction shall match that of surrounding caps. Caps requiring replacement shall be determined on site visit.

3.1.17 Silt Fence: Silt fencing used shall be Type “C” in accordance with the Field Manual for Erosion and Sediment Control in Georgia. Installation and maintenance in accordance with the Field Manual for Erosion and Sediment Control in Georgia.

Contractor will be responsible for the removal of fencing once grassing has been established.

3.1.18 Clearing Areas at Bridge Locations:

3.1.18.1 Bridge Approaches: Contractor may be required to clear bridge approaches.

Area to be clear will be a 10’x50’ area from edge of tank trail/road and edge of bridges.

Area shall be cleared of trees, stumps, overhanging limbs, shrubs, brush, and other material from ground level to height of 15’ above ground level. Material cut shall be removed from site and disposed of off of government property. Contractor to regrade area cleared to insure proper drainage. All disturbed areas shall be grassed.

3.1.18.2 Select Clearing at Bridge: Contractor may be required to accomplish select clearing at bridge. Area shall be cleared of trees, overhanging limbs, shrubs, brush, and other material from ground level to height of 15’ above deck level. This clearing also includes area around guide and classification signs. Material cut shall be removed from site and disposed of off of government property.

SECTION 31 00 00

EXCAVATION, BACKFILL AND GRADING

PART 1 GENERAL

1.1 SUMMARY (Not Applicable)

1.2 REFERENCES: The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by basic designation only.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D 1557 (2012) Moisture-Density Relations of Soils and Soil- Aggregate Mixtures using 10-lb. Rammer and 18-in Drop

ASTM D 2487 (2006e1) Classification of Soils for Engineering Purposes

1.3 DEFINITIONS

1.3.1 Satisfactory Materials: Materials classified in ASTM D 2487 as GW, GP, CL, SW, and free from roots and other organic matter, trash, debris, and frozen materials and stones larger than six inches in any dimension are satisfactory.

1.3.2 Unsatisfactory Materials: Materials which do not comply with the requirements for satisfactory materials are unsatisfactory. Materials classified in ASTM D 2487 as PT, OH, and OL are unsatisfactory. Unsatisfactory materials also include man-made fills, refuse, or backfill from previous construction.

1.3.3 Topsoil: Material obtained from top four inches of site surface soil.

1.3.4 Degree of Compaction: Degree of compaction is a percentage of the maximum density obtained by the test procedure presented in ASTM D 1557, Method D abbreviated below as a percent of laboratory density. One tests shall be perform per 500 CY of backfill material on a given site.

1.4 SUBMITTALS: The contractor shall submit results of all soil tests within two working days after receiving test data results from the laboratory.

PART 2 PRODUCTS

2.1 SOIL MATERIAL: Free of debris, roots, wood, scrap material, vegetation, refuse, soft unsound particles, and frozen deleterious or objectionable materials. Unless specified otherwise, the maximum particle diameter shall be one-half the lift thickness at the intended location.

2.2 BORROW MATERIAL: Borrow material shall be secured from an existing pit within

10 miles from project site on Ft. Stewart. No borrow material is available at Hunter AAF.

Pit shall be excavated and maintained as required by the Ft. Stewart Environmental Office. Necessary clearing, grubbing, disposal of debris, and satisfactory drainage of borrow pit shall be performed by the Contractor as incidental operations to the borrow excavation. Extra dirt at job site will be spread by contractor as directed by C.O.R.

The contractor shall bare the expense of developing the sources, including rights-of-way for hauling, clearing, dewatering, grubbing and disposal of debris to expand the pit location. Request for the permit shall be coordinated through the DPW Inspection Branch.

2.2.1 The contractor shall maintain or create a rim ditch to maximize accessibility to borrow pit materials and ultimately to optimize excavation of that material.

2.2.2 The contractor shall utilize a water pump, where and when appropriate allowing him access to fill materials in a manner consistent with proper surfacing mining procedures.

2.2.3 The contractor shall be required to maintain erosion and sedimentation control at borrow pit location.

2.2.4 All borrow pit and excavation actions shall support the objective of the borrow pit eventually becoming a recreational fishpond, if soil conditions, location and ground water resources favor such development. To accomplish this objective the average depth, when abandoned, will be 6 feet minimum and 12 feet maximum.

2.2.5 The contractor shall be responsible for maintaining a 4:1-5:1 slope on all pit walls/edges and marking these slopes/edges in a manner as to prevent any foot or vehicle traffic from inadvertently falling into the pit.

2.2.6 Erosion & Sedimentation Control Measures: Remain within the boundaries of the borrow pit, which are marked by "surrounding trees and the perimeter road", while making every effort to retain and/or create a buffer zone(s) of undisturbed/natural vegetation following all guideline within Georgia's Best Management Practices to prevent silts and sediments from leaving the borrow pit area and entering the waters of the State of Georgia.

2.2.7 Water Quality Control Measures: Borrow pit excavation shall not be conducted within 100 feet of the banks of any waters of the State of Georgia, nor discharges to the water or ground to ensure no adverse affects on these waters.

2.2.7.1 No Point Source discharges shall be allowed without coordination with the Environmental Branch.

2.2.8 Sensitive/Special Sites Measures: If historical or archaeological resources are encountered during excavation of this borrow pit. Stop working until the Environmental Branch has cleared the pit. Immediately contact the C0R and the Cultural Resources Office - 767-3359/2010

PART 3 EXECUTION

3.1 CONSERVATION OF TOPSOIL: Strip existing topsoil to a depth of 4 inches without contamination by subsoil material. Stockpile topsoil separately from other excavated material and locate convenient to finish grade areas.

3.2 PROTECTION:

3.2.1 Drainage: So that the construction operations progress successfully, provide the necessary drainage to keep the construction site, soil and material sufficiently dry.

Contractor shall establish/construct storm drainage features at the earliest stages of site development, and throughout construction area to provide positive water runoff away from the construction area and provide temporary ditches, swales and other drainage features and equipment to maintain dry soils.

3.2.2 EXCAVATION: Excavate to contours, elevations and dimensions indicated.

Reuse material that meets the specified requirements for the material type required at the intended location. Keep excavations free from water. Satisfactory excavation material shall be transported to and placed in fill areas within the limits of the work. All unsatisfactory material including any soil which is disturbed by the Contractor's operations or softened due to exposure to the elements and water and surplus material shall be removed from the site and disposed of in areas approved for surplus material storage. In the event that it is necessary to remove unsatisfactory material to a depth greater than specified the Contracting Officer shall be notified and an adjustment in the contract price will be considered in accordance with the contract. Excavations carried below the depths indicated, without specific directions, shall, except as otherwise specified, be refilled to the proper grade with satisfactory material as directed. All additional work of this nature shall be at the Contractor's expense. Excavation and filling shall be performed in a manner and sequence that will provide drainage at all times.

3.3 DITCHES, GUTTERS, AND CHANNEL CHANGES: Ditches, gutters, and channel changes shall be cut accurately to the cross sections and grades indicated. All roots, stumps, rock, and foreign matter in the sides and bottom of ditches, gutters, and channel changes shall be trimmed and dressed or removed to conform to the slope, grade, and shape of the section indicated. Care shall be taken not to excavate ditches and gutters below the grades indicated. Excessive ditch and gutter excavation shall be backfilled to grade either with satisfactory, thoroughly compacted material or with suitable stone or cobble to form an adequate gutter paving as directed. All ditches and gutters excavated under this section shall be maintained until final acceptance of the work. Satisfactory material excavated from ditches and channel changes shall be placed in fill areas. Unsatisfactory and excess excavated material shall be disposed of.

No excavated material shall be deposited closer to the edges of the ditches than indicated and in no case less than 3 feet.

3.4 PREPARATION OF GROUND SURFACE FOR FILL: All vegetation, such as roots, brush, heavy sods, heavy growth of grass, and all decayed vegetable matter, rubbish, and other unsatisfactory material within the area upon which fill is to be placed, shall be stripped or otherwise removed before the fill is started. In no case will unsatisfactory material remain in or under the fill area. Sloped ground surfaces steeper than one vertical to four horizontal on which fill is to be placed shall be plowed, stepped, or broken up, as directed, in such manner that the fill material will bond with the existing surface. Prepared surfaces on which compacted fill is to be placed shall be wetted or dried as may be required to obtain the specified moisture content and density.

3.5 FILLS AND EMBANKMENTS: Fills and embankments shall be constructed at the locations and to lines and grades indicated. The completed fill shall conform to the shape of the typical sections indicated or shall meet the requirements of the particular case. Satisfactory material obtained during excavation may be used in forming required fill. Fill shall be satisfactory material and shall be reasonably free from roots, other organic material, and trash and from stones having a maximum diameter greater than 6 inches. No frozen material will be permitted in the fill. Stones having a dimension greater than 4 inches shall not be permitted in the upper 6 inches of fill or embankment.

The material shall be placed in successive horizontal layers of 12 inches in loose depth for the full width of the cross section and shall be compacted as specified. Each layer shall be compacted before the over-laying lift is placed.

3.6 COMPACTION: Satisfactory material shall be used in bring fills and backfills to a line and grade indicated and for replacing unsatisfactory materials. Satisfactory materials shall be placed in horizontal layers not to exceeding 8 inches in loose thickness or 6 inches when hand-operated compactors are used. After placing, each layer shall be plowed, disked or otherwise broken up, moistened or aerated as necessary, thoroughly mixed and compacted as specified. Backfilling shall not begin until construction below finish grade has been approved. Backfill shall be brought to indicated finish grade. Backfill shall not be placed in wet or frozen areas. Heavy equipment for spreading and compacting backfill shall not be operated closer to the abutment wing or bulkheads than a distance equal to the height of backfill above the top of footing; the area remaining shall be compacted in layers not more than 4 inches in compacted thickness with power-driven hand tampers suitable for the material being compacted. Each layer of fill and backfill shall be compacted too not less than the percentage of maximum density specified below:

Percent Laboratory Maximum Density Cohesive Cohesionless Material Material

BACKFILL EMBANKMENT

For Tank Trail 90 95

4. FINISH OPERATIONS: All areas covered by the project, including excavated and fill sections shall be uniformly smooth-graded. Finished surfaces shall be reasonably smooth, compacted and free from irregular surface changes. Grade areas to drain.

Existing grades which are to remain but are disturbed by the Contractor’s operations shall be restored to existing conditions at the contractor’s expense.

4.1 PROTECTION of SURFACES Protect newly graded areas from traffic, erosion and settlement that may occur. Repair or reestablish damaged grades, elevations or slopes prior to acceptance of work.

SECTION 31 62 19

ROUND TIMBER PILES

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced.

The publications are referred to in the text by the basic designation only.

AMERICAN SOCIETY FOR TESTING AND MATERIALS (ASTM)

ASTM D 25 (2012) Round Timber Piles

AMERICAN WOOD-PRESERVERS' ASSOCIATION (AWPA)

AWPA C3 (2003) Piles - Preservative Treatment by

Pressure Processes

AWPA M4 (2011) Care of Preservative-Treated Wood

Products

AWPA M6 (2013) Brands Used on Forrest Products

2. Submittals: The following will be submitted for information only:

2.1 Pile Driving Records: Submit a complete and accurate pile driving records of each pile driven within three days of completion of driving. The record shall indicate the pile location (as driven), diameter, driven length, embedded length, blows required for each foot of penetration throughout the entire length of the pile and the final six inches of penetration, and the total driving time. The record shall also include the type and size of hammer used, the rate of operation, and type and dimensions of driving helmet and pile cushion used. Any unusual conditions encountered during pile installation shall be recorded and immediately reported to the COR. Pile record shall also have a sketch attached showing each bent number and location of bent on tank trail.

3. QUALITY ASSURANCE: Each treated pile shall be branded, by the producer, in accordance with AWPA M6. Submit the inspection report of an independent inspection agency, approved by the Contracting Officer, stating that offered products comply with applicable AWPA Standards.

4. Materials: Provide treated Douglas fir or southern pine clean-peeled piles conforming to ASTM D 25. Piles shall not be less than 8 inches at the tip and 12 inches at the butt. Piles must be in one piece. Splices will not be permitted.

4.1 Pressure Treaded Piles:

4.1.1. Land or Fresh Water Piling: Provide round piles conforming to ASTM D 25 and AWPA T1 treated with Chromated Copper Arsenate (CCA) in accordance with AWPA A2 and AWPA P5 for Land and Fresh water piles, confirmed by the report of the approved inspection independent inspection agency.

PART 5 EXECUTION

5.1 EXAMINATION: Examine piles when delivered and when in the leads immediately before driving.

5.2 PREPARATION: Where the protective shell of treated wood is impaired at a point which after installation will be not less than 10 feet below the ground, make repairs in accordance with AWPA M4 unless the pile is damaged to such extent that it is rejected.

5.3 INSTALLATION: Cut piles at cut-off grade with pneumatic tools, sawing, or other approved method. Bolt holes shall be of a size that will ensure a driving fit.

5.3.1 Pile Capacity: The capacity, as driven, of single piles not in clusters in the structure shall not be less than 25 tons. The capacity will be determined by the following formulas:

R= ______2WH______

For single-acting hammers: S + 0.1 P/W

R= ___ ___2E_______

For double-acting hammers: S + 0.1 P/W

Where: R is the allowable static pile load in pounds.

W is the weight of the striking part of the hammer in pounds.

E is the actual energy delivered by the hammer per blow in foot-pounds

S is the average net penetration in inches per blow for the last five blows after the pile has been driven to a depth where successive blows produce approximately equal net penetration (a minimum distance of 3 feet for friction piles).

P is the weight of the pile in pounds. If P is less than W, P/W shall be taken as unity.

Dynamic pile stresses should not exceed the crushing strength of piles.

5.3.2 Driving Piles: Drive piles without interruption to the indicated tip elevation. If a pile fails to reach the indicated pile tip elevation or if the required driving resistance is reached before the indicated pile tip elevation, notify the Contracting Officer who will determine the procedure to be followed.

5.3.3 Driving Equipment: Select and use a pile hammer of sufficient weight and energy to suitably install the specified pile without damage into the soils. Place driving helmet or a cap and cushion block combination capable of protecting the head of the pile between the top of the pile and the ram to prevent impact damage to the pile. If block is damaged, split, highly compressed, charred or burned or has become spongy or deteriorated in any manner, replace with a new block. The helmet or block shall uniformly transmit energy to the pile and minimum loss of energy. Vibratory hammers will not be allowed.

5.4 JETTING, PRE-AUGER OR SPUDDING OF PILES: Jetting, Pre-auger or spudding will not be permitted.

5.5 TREATMENT: Treat cut, bored, dapped, and damaged surfaces as specified in

AWPA M4.

5.6 TOLERANCES IN DRIVING: A variation of not more than 0.25- inch per foot of pile length from the vertical for plumb piles or more than 0.50-inch per foot of pile length from the required angle for batter piles will be permitted. The center of butts must be within 4 inches of the location indicated. Manipulation of piles will not be permitted. In addition to complying with the stated tolerances, the clear distance between the heads of piles and the edges of pile caps shall be a minimum of 5 inches. With prior approval of the Contracting Officer, provide additional reinforcement and concrete to maintain the required minimum clear distance. Any redesign of pile caps or additional work required due to improper location of piles shall be the responsibility of the Contractor and shall be approved by the Contracting Officer. Heaved piles shall be redriven to the required tip elevation. Remove and replace with new piles those damaged, mislocated, or driven out of alignment or provide additional piles, driven as directed.

5.7 RECORDS: Keep a complete and accurate record of each pile driven. Indicate the pile location, butt diameter, original length, ground elevation, tip elevation, cutoff elevation, penetration in blows per foot for the last 10 feet for job piles, hammer data including make and size, and any unusual pile behavior or circumstances experienced during driving such as redriving, heaving, weaving, obstructions, and unanticipated interruptions which may occur. A preprinted form for recording pile driving data is acceptable.

SECTION 32 92 19

SEEDING

PART 1 GENERAL

1.1 REFERENCES

The publications listed below form a part of this specification to the extent referenced.

The publications are referred to in the text by basic designation only.

AGRICULTURAL MARKETING SERVICE (AMS)

AMS-SEED ACT (1940; R1988, R1998) Federal Seed Act Regulations

1.2 SUBMITTALS

Prior to the installation of materials, the contractor shall submit, for information only, a certificate of compliance attesting that materials meet the specified requirements.

Certified copies of the material certificates shall include the following:

a. Seed: Classification, botanical name, common name, percent pure live seed, minimum percent germination and hard seed, maximum percent weed seed content, and date tested.

1.3 DELIVERY, INSPECTION, STORAGE, AND HANDLING

1.3.1 Delivery

A delivery schedule shall be provided at least 10 calendar days prior to the first day of delivery.

1.3.2 Inspection

Seed shall be inspected upon arrival at the job site for conformity to species and quality. Seed that is wet, moldy, or bears a test date five months or older, shall be rejected. Other materials shall be inspected for compliance with specified requirements. The following shall be rejected: open soil amendment containers or wet soil amendments; topsoil that contains slag, cinders, stones, lumps of soil, sticks, roots, trash or other material over a minimum 1-1/2 inch diameter; and topsoil that contains viable plants and plant parts. Unacceptable materials shall be removed from the job site.

1.3.3 Storage

Materials shall be stored in designated areas. Seed, lime, and fertilizer shall be stored in cool, dry locations away from contaminants. Chemical treatment material shall be stored according to manufacturer's instructions and not with seeding operation materials.

1.3.4 Handling

Except for bulk deliveries, materials shall not be dropped or dumped from vehicles.

1.3.5 Time Limitation

Hydroseeding time limitation for holding seed in the slurry shall be a maximum 24 hours.

PART 2 PRODUCTS

2.1 SEED

2.1.1 Seed Classification

State-certified seed of the latest season's crop shall be provided in original sealed packages bearing the producer's guaranteed analysis for percentages of mixture, purity, germination, hard seed, weed seed content, and inert material. Labels shall be in conformance with AMS SEED ACT and applicable state seed laws.

2.1.2 Seed Species and Mixtures

Seed species and mixtures shall be proportioned by weight as follows:

Seeding Dates Seeding Mixtures(lbs./ac. Pure live seed)

Feb. 1 to June 15 Pensacola Bahiagrass 30 Common Bermuda, Hulled 6

June 16 to…