PROJECT MANUAL DIVISION 2 AIRFIELD STANDARDS Annual Airfield Pavement Rehabilitation CONTRACT NO Issued for Bid March 28, 2016

Transcription

1 PROJECT MANUAL 2016 Annual Airfield Pavement Rehabilitation CONTRACT NO DIVISION 2 AIRFIELD STANDARDS Issued for Bid March 28, 2016 CITY & COUNTY OF DENVER DEPARTMENT OF AVIATION

2 ITEM P-150 DEMOLITION CONTRACT NO ITEM P-150 DEMOLITION PART 1 - GENERAL DESCRIPTION. This item shall consist of removal of existing concrete slabs on grade, foundations, sheds and building foundations, fences, water wells, asphalt pavement, concrete pavement, corrugated metal and reinforced concrete pipe, existing headwalls and wingwalls, guardrail, drainage items, pavement markings, electrical items, and any non-newly constructed above ground features remaining within the Project Limits. The Contractor shall dispose of the material at a licensed disposal site or as directed by the Project Manager. Material salvaged shall become the property of the Contractor. The Contractor shall notify oil and gas facility owners and the Project Manager in writing 30 days in advance of requiring work areas currently occupied by oil and gas wells and buried pipelines BURIED PIPELINES. Contractor is responsible to contact the owner as to the status of the pipeline. If pipelines have been abandoned in-place by the pipeline owners, the pipelines may not have been purged or cleaned and may contain petroleum products. The contractor shall exercise extreme care in removing these facilities and is responsible for removing the pipe including any remaining contents, irrespective of the current pipe conditions. The Contractor should also expect to find other pipelines, etc. which have been abandoned by unknown owners during the 15 to 20 year life of the oil and gas fields. Contract documents indicate the general location of known pipelines and developed utilities. All pipelines shown on the drawings shall be located by Contractor by potholing to verify location, depth, and usage. The Contractor shall remove all utility pipes and lines included in the earthwork contract area in accordance with these specifications. All buried pipelines, utilities, buried tanks, and any other structures within the construction area of all runways, taxiways and aprons extending to 10 feet outside the limits of construction and not less than 15 feet below the finished grade level shall be removed. Piping a minimum of 15' below finished grade elevations or plan excavation may be left in place or removed and salvaged at the discretion of the Contractor. The ends of any pipelines left in place shall have the ends capped prior to burial, according to applicable Federal Department of Transportation Regulations. Any piping which is left in place shall be surveyed and the coordinates of the ends of the abandoned pipe (or other items left in place) shall be provided to the Project Manager and included on the "as-built" drawings ELECTRICAL. The Contractor shall remove all abandoned cable, cable identified to be removed, ductwork, and remove base cans including concrete encasement and all light fixtures, signs and duct markers within the construction limits of taxiway and runway pavements to be removed, widened or constructed, or as shown on the Drawings. Protect airfield lighting fixtures and base plates from damage and deliver them to the Airport for storage as directed by the Project Manager. Discard all base cans, conduit, Transformers and cable off-site. The Electrical Contractor shall provide written documentation that electrical cable has been removed prior to slab sawcutting and demolition FOUNDATIONS AND SLABS ON GRADE. All structures at or above grade and to a depth of not less than 15 feet below the final finished grade line and within 10 feet horizontally of the construction limits shall be removed. P-150-1

3 ITEM P-150 DEMOLITION CONTRACT NO WATER WELLS. There is a possibility that water wells are located in work areas. The wells are permitted by the State of Colorado and shall be abandoned in accordance with current Revised and Amended Rules and Regulations of the Board of Examiners of Water Well Construction and Pump Installation Contractors REMOVAL OF PAVEMENT MARKINGS OR CURING COMPOUND. All paint or concrete curing compound to be removed, as shown on the Plans shall be removed from the surface of the existing pavement. Equipment, tools and machines used in the performance of the removal operation shall be safe and in satisfactory working condition at all times. The Contractor shall provide satisfactory evidence that the Contractor's equipment has been used in the performance of similar work. On asphalt pavements, Water blasting will be allowed only if it can be demonstrated that no damage to the asphalt pavement occurs, otherwise, grinding will be required. On concrete pavements, water blasting shall be used for all removals. The water blasting equipment shall be truck mounted and shall be capable of water pressures of 2,000 to 40,000 psi. The equipment shall be capable of adjusting the pressure to accomplish paint or cure removal without damaging the paving surface. The equipment shall be capable of following a straight line and be maneuverable to accommodate various pavement markings. The spray width needs to be able to accommodate lines 6 and wider. If water blasting is used to remove lines on active airfield pavements, a vacuum system will be provided to allow for timely repainting and the prevention of any debris being ingested into propellers or turbine engines once the water blasting equipment has exited the active pavements. If required on asphalt pavement, the grinding equipment shall be capable of adjusting the height to accomplish paint removal with only lightly scaring, but not damaging the paving surface. The equipment shall be capable of following a straight line and be maneuverable to accommodate various pavement markings. A vacuum truck shall be used to immediately clean up all debris created by the removal process EXISTING ROADWAYS. Roadway demolition shall consist of all portions of asphalt and concrete roadway within the project limits, including all existing haul roads and any alternate access road REMOVAL OF GUARDRAIL. Guardrail removal shall consist of the removal and disposal of the existing guardrail, cable road guard and guardrail posts REMOVAL OF ASPHALT PAVEMENT. The sawing and removal of asphalt pavement shall meet the requirements of Colorado Department of Transportation "Standard Specification for Road and Bridge Construction" and all application sections found elsewhere in the plans and technical specifications EXISTING CONCRETE PAVEMENT REMOVAL AND REPAIR. All operations shall be carefully controlled to prevent damage to the concrete pavement and to the underlying material to remain in place. All saw cuts shall be made perpendicular to the slab surface. a. Removal of Existing Pavement Slab. When it is necessary to remove existing concrete pavement and leave adjacent concrete in place the joint between the removal area and adjoining pavement to stay in place shall first be cut full depth with a standard diamondtype concrete saw. Next, a full depth saw cut shall be made parallel to the joint at least 24 inches from the joint and at least 12 inches from the end of any dowels. All pavement between this last saw cut and the joint line shall be carefully broken up and removed using hand-held jackhammers, 30 lb. (14 kg) or less, or the approved light-duty equipment which will not cause stress to propagate across the joint saw cut and cause distress in the pavement which is to remain in place. The joint face shall be sawed or otherwise trimmed so that there is no abrupt offset in any direction greater than 1/2-inch and no gradual offset P-150-2

4 ITEM P-150 DEMOLITION CONTRACT NO greater than 1 inch when tested in a horizontal direction with a 12 ft. straightedge. Sawcutting depth may vary nominally and no extra payment will be allotted for varying depths. The Contractor shall remove the remaining portion of concrete pavement slab by lifting and placing directly into haul trucks. The Contractor will not be allowed to use hydraulic rams on excavators that may damage the cement treated base below the pavement to be removed. An alternative removal method may be accepted by the Project Manager if the Contractor can demonstrate to the Project Manager successful removal without damage to adjacent concrete or base material below. If during subsequent removals it is found the method is causing damage to the adjacent panels or base material below, the Contractor s method shall be rejected by the Project Manager and the Project Manager shall direct the Contractor to begin using Method A above. b. Edge Repair. The edge of existing concrete pavement against which new pavement abuts shall be protected from damage at all times. Areas which are damaged during construction shall be repaired at no cost to the Owner; repair of previously existing damage areas will be paid for as listed in the bid schedule. (1) Spall Repair. Spalls shall be repaired where indicated and where directed. Repair materials and procedures shall be as required in specification P-501. (2) Underbreak Repair. Any under breaking of slabs that are to remain in-place shall result in the entire slab removal and replacement at the Contractor s expense to the next joint. (3) Underlying Material. The underlying material adjacent to the edge of an under the existing pavement which is to remain in place shall be protected from damage or disturbance during removal operations and until placement of new concrete, and shall be shaped as shown on the drawings or as directed. Sufficient material shall be kept in place outside the joint line to prevent disturbance (or sloughing) of material under the pavement which is to remain in place. Any material under the portion of the concrete pavement to remain in place which is disturbed or loses its compaction shall be carefully removed and replaced with concrete as specified in paragraph "Underbreak Repair." The underlying material outside the joint line shall be thoroughly compacted and moist when new concrete is placed EXISTING ASPHALT CONCRETE PAVEMENT REMOVAL AND REPAIR BY ROTOMILL. This item shall consist of milling existing bituminous concrete pavement to provide for placement of sufficient thickness of bituminous concrete for pavement repairs or construction on the runway or taxiway shoulder. The vertical edges of the rotomilled surface shall be sawcut to expose a clean true vertical edge to pave against. All operations shall be carefully controlled to prevent damage to the asphalt pavement and to the underlying material to remain in place. Stairstep milling is required for the taxiway shoulder widening interface. This item shall consist of multiple passes as required to establish the stairstep as illustrated on the plans EXISTING FULL DEPTH ASPHALT CONCRETE PAVEMENT REMOVAL. This item shall consist of sawcutting and removal of existing bituminous concrete pavement (including ATPB) to allow for replacement of P-501 slabs along the edges adjacent to asphalt shoulders. A P-150-3

5 ITEM P-150 DEMOLITION CONTRACT NO standard diamond-type concrete saw shall be used to make the sawcut the full depth of the asphalt pavement (Including the Asphalt Treated Permeable Base Course (ATPB)). The edge of existing bituminous concrete pavement against which new pavement abuts shall be protected from damage at all times. Areas which are damaged during construction shall be repaired at no cost to the Owner. All operations shall be carefully controlled to prevent damage to the asphalt pavement and to the underlying material to remain in place REMOVAL OF SIGNS & DELINEATORS. Sign demolition shall consist of the removal and disposal of the all existing signs and delineators, including their foundations, within the project limits along all existing haul roads and any alternate access road. PART 2 - MATERIALS BURIED PIPELINE. Materials used to cap off pipelines remaining in the ground shall be of the size and type normally used for this operation. Materials used for backfilling trenches shall conform to the same specifications as described in Item P-152, Excavation and Embankment EQUIPMENT. Excavation and Hauling Equipment: Provide equipment as necessary to remove underground pipelines and other demolished items. Backfilling and Compaction Equipment: Provide equipment as necessary to restore trenches and other areas back to final grade and to compact backfill as specified BACKFILL MATERIALS. Materials used for backfilling the first 12 inches of the trench shall consist of naturally occurring material that can be rendered by normal construction activity to contain no individual particles greater than one (1) inch in maximum diameter. The material shall also meet all criteria in Section P-152. PART 3 - CONSTRUCTION METHODS GENERAL. Blasting will not be allowed on this project SLABS AND FOUNDATIONS. All existing foundation structures encountered within the established grading sections shall be removed. Structures consist of concrete slabs on grade, farmhouse and outbuilding foundations, and other foundations for existing or abandoned structures BURIED PIPELINE AND STORM SEWERS. a. Trenching. The removal of cover on top of and surrounding the abandoned pipelines shall be performed without damaging the pipeline. All trench sidewalls shall be properly sloped or benched and/or braced, shored or sheeted to afford safe working conditions, to protect adjacent pipelines, and to prevent caving. b. Testing. The Contractor shall test the exposed trench excavation and the pipeline for dangerous or explosive gases and to positively determine that the line has been emptied, cleaned and/or purged prior to performing any further operations. c. Cutting of Pipeline and Storm Sewers. Extreme care shall be exercised whenever the pipeline or storm sewer to be removed is cut into, especially the first cut on the abandoned pipeline. The Contractor shall use a method to cut the pipeline into sections for P-150-4

6 ITEM P-150 DEMOLITION CONTRACT NO removal which provides safety for workers and equipment. The initial cut shall not be made with an cutting torch. (1) BACKFILLING (a) If required, select embankment (1" maximum size), per Technical Specification P-152 Excavation and Embankment, or P-153 Controlled Low- Strength Material, to 12 inches over the top of the pipe shall be completed before backfilling operations are started. (b) The Contractor shall take all necessary precautions to protect the pipe from any damage, movement or shifting. In general, backfilling shall be performed by pushing the material from the end of the trench into, along and directly over the pipe so that the material will be applied in the form of a rolling slope rather than by side filling which may damage the pipe. Backfilling from the sides of the trench will be permitted after sufficient material has first been carefully placed over the pipe to such a depth as to protect the pipe. (c) Compaction equipment used above the pipe zone shall be of a type that does not damage the pipe. (d) Provide for the proper maintenance of traffic flow and accessibility as may be necessary. 190 (e) Make adequate provisions for the safety of property and persons (f) Temporary cribbing, sheeting, or other timbering shall be removed unless specifically authorized in writing. (g) Dewatering shall be continued until the trench is completely backfilled. (h) Brush, stumps, logs, planking, disconnected drains, boulders, etc., shall be removed from the material to be used for backfilling the trench. (2) GENERAL COMPATION REQUIREMENTS (a) Requirements of this section shall apply unless more stringent requirements are established by the local agency involved. (b) When working in an existing traveled roadway, restoration and compaction must be achieved as the trench is backfilled so as to maintain traffic. (c) Trench backfill shall be mechanically compacted to not less than 95.0% of the maximum dry density as determined by ASTM D (3) MECHANICAL COMPATION 207 (a) Method of compaction shall be at Contractor's option. P-150-5

7 ITEM P-150 DEMOLITION CONTRACT NO (b) The Contractor shall be responsible to provide the proper size and type of compaction equipment and select the proper method of utilizing said equipment to attain the required compaction density. (c) In place compaction tests shall be made. Contractor shall remove and re-compact material that does not meet specified requirements. d. REMOVAL OF WATER AND RESIDUAL PETROLEUM PRODUCTS FROM PIPELINES. Any pipeline containing water or residual petroleum products after abandonment by the pipeline owner shall have the water or the residual products removed from the pipeline, by the Contractor, using a nitrogen purge, steam, or other approved means. The material removed from the pipeline shall be hauled away and disposed of properly. The Contractor shall assume that all pipelines to be removed contain significant amounts of residual products that must be disposed of offsite BURIED UTILITY LINES. The Contractor shall remove all abandoned electrical and telephone lines whether shown on the contract drawings or not. All known lines are shown, but there may be other unknown abandoned lines in the area. It shall be the Contractor's responsibility to check the status of all abandoned lines. Care shall be taken to assure that all abandoned electric lines are not live and cannot be activated accidentally GROUND SURFACE REPAIR. The Contractor shall rough grade and compact areas affected by demolition to maintain site grades and contours. All holes remaining after demolition operations shall have sides broken down to flatten out the slopes, and shall be filled with acceptable material, moistened and properly compacted in layers to the density required in Item P- 152, Excavation and Embankment. The ground surface area repaired shall properly drain and that water will not pond WATER WELLS. The Contractor shall employ a licensed water well contractor to demolish and abandon existing water wells and provide necessary documentation to the State of Colorado Agencies and Boards as required WASTE DISPOSAL. Refer to Division 1 Technical Specification Section Construction Waste Management INSPECTION POINTS. Upon completion of demolition work and prior to backfilling operations, the Project Manager shall inspect the Contractor's work. After backfilling and grading operations, the Contractor's Quality Control Inspector shall perform inspection and final acceptance, per Division 1 Technical Specification Section Contractor s Quality Control and Section Contractor Quality Control Program - FAA ROTOMILLING. The construction operation shall be scheduled and proceed in a manner that produces a uniformly finished milled surface with a neat uniform right angle cut at the end of the milled section. The depth of the Asphalt Pavement Removal shall be as called for on the plans and/or full depth of the joining lift. The entire area designated on the plans shall be milled until the pavement surfaces result in pavement that conforms to the typical section and cross section requirements specified. The milling process shall produce a pavement surface that is true to grade with a uniform texture. The transverse slope of the pavement shall be uniform to a degree that no depressions or misalignment of slope greater than 1/2-inch in 16 feet are present when tested with a straightedge. The Contractor shall establish positive means for removal of milled residue. Solid residue shall be removed from pavement surfaces before it is blown by traffic action or wind. Residue shall not be permitted to flow into drainage facilities. The milled residue shall be disposed of legally off airport property. The millings generated shall be disposed of off-site. P-150-6

8 ITEM P-150 DEMOLITION CONTRACT NO PART 4 - METHOD OF MEASUREMENT Refer to Appendix A for Method of Measurement. PART 5 - BASIS OF PAYMENT Refer to Appendix A for Basis of Payment. 258 END OF ITEM P P-150-7

9 ITEM P-150 DEMOLITION CONTRACT NO INTENTIONALLY LEFT BLANK P-150-8

10 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT PART 1 - DESCRIPTION This item covers excavation, disposal, placement, and compaction of all materials within the limits of the work required to construct safety areas, runways, taxiways, aprons, and intermediate areas as well as other areas for drainage, building construction, parking, or other purposes in accordance with these specifications and in conformity to the dimensions and typical sections shown on the plans CLASSIFICATION. All material excavated shall be classified as defined below: a. UNCLASSIFIED EXCAVATION. Unclassified excavation shall consist of the excavation and disposal of all material, regardless of its nature UNSUITABLE EXCAVATION. Any material containing vegetable or organic matter, such as muck, peat, organic silt, or sod shall be considered unsuitable for use in embankment construction. Material, suitable for topsoil may be used on the embankment slope when approved by the Project Manager MATERIAL CLASSIFICATION. Non-cohesive soils, for the purposes of determining compaction control, are those with a plasticity index of less than 3 when tested in accordance with ASTM D Any other material shall be considered cohesive. PART 2 - CONSTRUCTION METHODS GENERAL. Before beginning excavation, grading, and embankment operations in any area, the area shall be completely cleared and grubbed. The suitability of material to be placed in embankments shall be subject to approval by the Project Manager. All unsuitable material shall be disposed of in waste areas shown on the plans. All waste areas shall be graded to allow positive drainage of the area and of adjacent areas. The surface elevation of waste areas shall not extend above the surface elevation of adjacent usable areas of the airport, unless specified on the plans or approved by the Project Manager. When the Contractor s excavating operations encounter artifacts of historical or archaeological significance, the operations shall be temporarily discontinued and the Project Manager notified. At the direction of the Project Manager, the Contractor shall excavate the site in such a manner as to preserve the artifacts encountered and allow for their removal. Such excavation will be paid for as extra work. Those areas outside of the limits of the pavement areas where the top layer of soil material has become compacted by hauling or other Contractor activities shall be scarified and disked to a depth of 4 inches, to loosen and pulverize the soil. If it is necessary to interrupt existing surface drainage, sewers or under-drainage, conduits, utilities, or similar underground structures, the Contractor shall be responsible for and shall take all necessary precautions to preserve them or provide temporary services. When such facilities are encountered, the Contractor shall notify the Project Manager, who shall arrange for their removal if necessary. The P-152-1

11 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO Contractor, at his or her expense, shall satisfactorily repair or pay the cost of all damage to such facilities or structures that may result from any of the Contractor s operations during the period of the contract MAXIMUM DENSITY AND OPTIMUM MOISTURE CONTENT DETERMINATION. Maximum density and optimum moisture content shall be determined by ASTM D 698, as applicable, for each different type of material encountered on the Project. Change in material type shall be identified by the Contractor s quality control personnel and as approved or directed by the Project Manager. The Contractor shall anticipate that at least 2 maximum density and optimum moisture content determinations will be required throughout the Project EXCAVATION. No excavation shall be started until the work has been staked out by the Contractor and the Project Manager has obtained from the Contractor, the survey notes of the elevations and measurements of the ground surface. All areas to be excavated shall be stripped of vegetation and topsoil. Topsoil shall be stockpiled for future use in areas designated on the plans or by the Project Manager. All suitable excavated material shall be used in the formation of embankment, subgrade, or other purposes shown on the plans. All unsuitable material shall be disposed of as shown on the plans. When the volume of the excavation exceeds that required to construct the embankments to the grades indicated, the excess shall be used to grade the areas of ultimate development or disposed as directed by the Project Manager. When the volume of excavation is not sufficient for constructing the embankments to the grades indicated, the deficiency shall be obtained from borrow areas. The grade shall be maintained so that the surface is well drained at all times. When necessary, temporary drains and drainage ditches shall be installed to intercept or divert surface water that may affect the work. a. Selective Grading. When selective grading is indicated on the plans, the more suitable material designated by the Project Manager shall be used in constructing the embankment or in capping the pavement subgrade. If, at the time of excavation, it is not possible to place this material in its final location, it shall be stockpiled in approved areas. b. Undercutting. Rock, shale, hardpan, loose rock, boulders, or other material unsatisfactory for safety areas, subgrades, roads, shoulders, or any areas intended for turf shall be excavated to a minimum depth of 12 inches below the subgrade, or to the depth specified by the Project Manager. Muck, peat, matted roots, or other yielding material, unsatisfactory for subgrade foundation, shall be removed to the depth specified. Unsuitable materials shall be disposed off the airport. The cost is incidental to this item. This excavated material shall be paid for at the contract unit price per cubic yard for unclassified excavation. The excavated area shall be backfilled with suitable material obtained from the grading operations or borrow areas and compacted to specified densities. The necessary backfill will constitute a part of the embankment. Where rock cuts are made, backfill with select material. Any pockets created in the rock surface shall be drained in accordance with the details shown on the plans. c. Overbreak. Overbreak, including slides, is that portion of any material displaced or loosened beyond the finished work as planned or authorized by the Project Manager. All overbreak shall be graded or removed by the Contractor and disposed of as directed by the Project Manager. The Project Manager shall determine if the displacement of such material was unavoidable and his or her decision shall be final. Payment will not be made for the removal and disposal of overbreak that the Project Manager determines as avoidable. Unavoidable overbreak will be classified as Unclassified Excavation. d. Removal of Utilities. The removal of existing structures and utilities required to permit the orderly progress of work will be accomplished by someone other than the Contractor; for P-152-2

12 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO example, the utility unless otherwise shown on the plans. All existing foundations shall be excavated at least 2 feet below the top of subgrade or as indicated on the plans, and the material disposed of as directed by the Project Manager. All foundations thus excavated shall be backfilled with suitable material and compacted as specified. e. Compaction Requirements. The subgrade under areas to be paved shall be compacted to a depth of six inches and to a density of not less than 95 percent of the maximum density as determined by ASTM D 698. The material to be compacted shall be within +/- 2% of optimum moisture content before being rolled to obtain the prescribed compaction (except for expansive soils). The in-place field density shall be determined in accordance with ASTM D 1556, ASTM D 2167, or ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D Stones or rock fragments larger than 4 inches in their greatest dimension will not be permitted in the top 6 inches of the subgrade. The finished grading operations, conforming to the typical cross-section, shall be completed and maintained at least 1,000 feet ahead of the paving operations or as directed by the Project Manager. All testing shall be done by a laboratory hired by the Contractor. The results shall be furnished daily to the Project Manager for determination of acceptance. In areas of excavation, a minimum of two density and moisture content tests shall be taken per day or a minimum of one test per 500 square yards, whichever results in a greater number of tests. Density and moisture content tests are only required on the final surface. If field-tested density or moisture content of the final surface is found to be outside of a specified range, the area represented by the test shall be re-worked and re-tested. Pavement materials shall not be placed on the completed surface until testing results have been furnished to, and approved in writing by the Project Manager. All loose or protruding rocks on the back slopes of cuts shall be pried loose or otherwise removed to the slope finished grade line. All cut-and-fill slopes shall be uniformly dressed to the slope, crosssection, and alignment shown on the plans or as directed by the Project Manager. Blasting shall not be allowed. f. Proof Rolling. After compaction is completed, the subgrade area shall be proof rolled with a 20 ton Tandem axle Dual Wheel Dump Truck loaded to the legal limit with tires inflated to 100 psi in the presence of the Project Manager. Apply a minimum of 2 coverage, or as specified by the Project Manager, to all paved areas. A coverage is defined as the application of one tire print over the designated area. Soft areas of subgrade that deflect more than 1 inch or show permanent deformation greater than 1 inch shall be removed and replaced with suitable material or reworked to conform to the moisture content and compaction requirements in accordance with these specifications BORROW EXCAVATION. Borrow areas within the airport property are indicated on the plans. Borrow excavation shall be made only at these designated locations and within the horizontal and vertical limits as staked or as directed by the Project Manager. When borrow sources are outside the boundaries of the airport property, it shall be the Contractor s responsibility to locate and obtain the borrow source, subject to the approval of the Project Manager. The Contractor shall notify the Project Manager at least 15 days prior to beginning the excavation so necessary measurements and tests can be made. All borrow pits shall be opened up to expose the various strata of acceptable material to allow obtaining a uniform product. All unsuitable material shall be disposed of by the Contractor. Borrow pits shall be excavated to regular lines to permit accurate measurements, and they shall be drained and left in a neat, presentable condition with all slopes dressed uniformly. P-152-3

13 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO DRAINAGE EXCAVATION. Drainage excavation shall consist of excavating for drainage ditches such as intercepting; inlet or outlet ditches; for temporary levee construction; or for any other type as designed or as shown on the plans. The work shall be performed in sequence with the other construction. Intercepting ditches shall be constructed prior to starting adjacent excavation operations. All satisfactory material shall be placed in embankment fills; unsuitable material shall be placed in designated waste areas or as directed by the Project Manager. All necessary work shall be performed true to final line, elevation, and cross-section. The Contractor shall maintain ditches constructed on the project to the required cross-section and shall keep them free of debris or obstructions until the project is accepted PREPARATION OF EMBANKMENT AREA. Where an embankment is to be constructed to a height of 4 feet or less, all sod and vegetative matter shall be removed from the surface upon which the embankment is to be placed. The cleared surface shall be broken up by plowing or scarifying to a minimum depth of 6 inches and shall then be compacted as indicated in paragraph e. When the height of fill is greater than 4 feet, sod not required to be removed shall be thoroughly disked and recompacted to the density of the surrounding ground before construction of embankment. Sloped surfaces steeper than one (1) vertical to four (4) horizontal shall be plowed, stepped, benched, or broken up so that the fill material will bond with the existing material. When the subgrade is part fill and part excavation or natural ground, the excavated or natural ground portion shall be scarified to a depth of 12 inches and compacted as specified for the adjacent fill. No direct payment shall be made for the work performed under this section. The necessary clearing and grubbing and the quantity of excavation removed will be paid for under the respective items of work FORMATION OF EMBANKMENTS. Embankments shall be formed in successive horizontal layers of not more than 8 inches in loose depth for the full width of the cross-section, unless otherwise approved by the Project Manager. The layers shall be placed, to produce a soil structure as shown on the typical cross-section or as directed by the Project Manager. Materials such as brush, hedge, roots, stumps, grass and other organic matter, shall not be incorporated or buried in the embankment Earthwork operations shall be suspended at any time when satisfactory results cannot be obtained because of rain, freezing, or other unsatisfactory weather conditions in the field. Frozen material shall not be placed in the embankment nor shall embankment be placed upon frozen material. Material shall not be placed on surfaces that are muddy, frozen, or contain frost. The Contractor shall drag, blade, or slope the embankment to provide surface drainage at all times The material in each layer shall be within ±2% of optimum moisture content before rolling to obtain the prescribed compaction. To achieve a uniform moisture content throughout the layer, the material shall be moistened or aerated as necessary. Samples of all embankment materials for testing will be taken in accordance with Section 2.2, Maximum Density and Optimum Moisture Content Determination. Based on these tests, the Contractor shall make the necessary corrections and adjustments in methods, materials or moisture content to achieve the specified embankment density. Rolling operations shall be continued until the embankment is compacted to not less than 95% of maximum density for noncohesive soils, and 90% of maximum density for cohesive soils as determined by ASTM D 698. Under all areas to be paved, the embankments shall be compacted to a depth of 6 inches and to a density of not less than 95 percent of the maximum density as determined by ASTM D 698. P-152-4

14 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO On all areas outside of the pavement areas, no compaction will be required on the top 4 in. The in-place field density shall be determined in accordance with ASTM D1556, ASTM D2167, or ASTM D6938 using Procedure A, the direct transmission method, and ASTM D6938 shall be used to determine the moisture content of the material. The machine shall be calibrated in accordance with ASTM D6938. The Contractor shall perform all density tests. In embankment areas, a minimum of two density and moisture content tests shall be taken per lift per day or a minimum of one test per 1,000 cubic yards of material placed, whichever results in a greater number of tests. If field-tested density or moisture content of a completed lift is found to be outside of a specified range, the area represented by the test shall be re-worked and re-tested. Additional embankment or pavement materials shall not be placed on the completed lift or area until testing results have been furnished to, and approved in writing by the Project Manager. Compaction areas shall be kept separate, and no layer shall be covered by another layer until the proper density is obtained. During construction of the embankment, the Contractor shall route all construction equipment evenly over the entire width of the embankment as each layer is placed. Layer placement shall begin in the deepest portion of the embankment fill. As placement progresses, the layers shall be constructed approximately parallel to the finished pavement grade line. When rock and other embankment material are excavated at approximately the same time, the rock shall be incorporated into the outer portion of the embankment and the other material shall be incorporated under the future paved areas. Stones or fragmentary rock larger than 4 inches in their greatest dimensions will not be allowed in the top 6 inches of the subgrade. Rockfill shall be brought up in layers as specified or as directed by the Project Manager and the finer material shall be used to fill the voids with forming a dense, compact mass. Rock or boulders shall not be disposed of outside the excavation or embankment areas, except at places and in the manner designated on the plans or by the Project Manager. When the excavated material consists predominantly of rock fragments of such size that the material cannot be placed in layers of the prescribed thickness without crushing, pulverizing or further breaking down the pieces, such material may be placed in the embankment as directed in layers not exceeding 2 feet in thickness. Each layer shall be leveled and smoothed with suitable equipment by distribution of spalls and finer fragments of rock. The layer shall not be constructed above an elevation 4 feet below the finished subgrade. There will be no separate measurement of payment for compacted embankment. All costs incidental to placing in layers, compacting, discing, watering, mixing, sloping, and other operations necessary for construction of embankments will be included in the contract price for excavation, borrow, or other items FINISHING AND PROTECTION OF SUBGRADE. After the subgrade is substantially complete, the Contractor shall remove any soft or other unstable material over the full width of the subgrade that will not compact properly. All low areas, holes or depressions in the subgrade shall be brought to grade with suitable select material. Scarifying, blading, rolling and other methods shall be performed to provide a thoroughly compacted subgrade shaped to the lines and grades shown on the plans. Grading of the subgrade shall be performed so that it will drain readily. The Contractor shall protect the subgrade from damage and limit hauling over the finished subgrade to only traffic essential for construction purposes. All ruts or rough places that develop in the completed subgrade shall be graded and recompacted. P-152-5

15 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO No subbase, base, or surface course shall be placed on the subgrade until the subgrade has been approved by the Project Manager HAUL. All hauling will be considered a necessary and incidental part of the work. The Contractor shall include the cost in the contract unit price for the pay of items of work involved. No payment will be made separately or directly for hauling on any part of the work TOLERANCES. In those areas upon which a subbase or base course is to be placed, the top of the subgrade shall be of such smoothness that, when tested with a 12-foot straightedge applied parallel and at right angles to the centerline, it shall not show any deviation in excess of 1/2 inch, and shall not be more than 0.05 feet from true grade as established by grade hubs. The smoothness measurements shall be made by the Contractor on a 50-foot grid parallel and perpendicular to the centerline in the presence of the Project Manager. The grade shall be determined at spot elevations shown on the Plans for the surface course, on a grid not to exceed 50 feet. Any deviation in excess of these amounts shall be corrected by loosening, adding, or removing materials; reshaping; and recompacting. On safety areas, intermediate and other designated areas, the surface shall be of such smoothness that it will not vary more than 0.10 feet from true grade as shown on the typical sections and/or contours shown on the plans and meeting FAA grading criteria. Any deviation in excess of this amount shall be corrected by loosening, adding or removing materials, and reshaping TOPSOIL. When topsoil is specified or required as shown on the plans or under Item T-905, it shall be salvaged from stripping or other grading operations. The topsoil shall meet the requirements of Item T-905. If, at the time of excavation or stripping, the topsoil cannot be placed in its final section of finished construction, the material shall be stockpiled at approved locations. Stockpiles shall not be placed within 400 feet of runway pavement or 160 feet of taxiway pavement and shall not be placed on areas that subsequently will require any excavation or embankment fill. If, in the judgment of the Project Manager, it is practical to place the salvaged topsoil at the time of excavation or stripping, the material shall be placed in its final position without stockpiling or further rehandling. Upon completion of grading operations, stockpiled topsoil shall be handled and placed as directed, or as required in Item T-905. No direct payment will be made for topsoil under Item P-152. The quantity removed and placed directly or stockpiled shall be paid for at the contract unit price per cubic yard for Unclassified Excavation. When stockpiling of topsoil and later rehandling of such material is directed by the Project Manager, the material so rehandled shall be paid for at the contract unit price per cubic yard for topsoiling, as provided in Item T QUALITY CONTROL/QUALITY ASSURANCE. Unless stated otherwise, all testing is conducted by the Contractor. All necessary field and laboratory testing shall be considered incidental to the work and no additional payment will be made. The following table summarizes the testing required in this specification. The information included in this table does not waive any requirements listed previously in the specification. All test results shall be provided to the Project Manager within 48 hours of completion of the tests. P-152 Testing Summary P-152-6

16 ITEM P-152 EXCAVATION, SUBGRADE, AND EMBANKMENT CONTRACT NO Specification Reference Test Type Test Standard 2.2 Maximum Density and Optimum Moisture Content 2.3.e In-Place Density and Moisture Content of Excavation 2.7 In-Place Density and Moisture Content of Embankment ASTM D 698 ASTM D 1556, ASTM D 2167, or ASTM 6938 ASTM D 1556, ASTM D 2167, or ASTM Smoothness Deviation less than 1/2 inch 2.10 Grade Less than 0.05 foot from true grade Minimum Testing Frequency For each different type of material; anticipated 2 total tests Two per day or a minimum of one test per 500 square yards, whichever results in a greater number of tests Two per day or a minimum of one test per 500 square yards, whichever results in a greater number of tests 50-foot grid parallel and perpendicular to the centerline At spot elevations shown on the plans for the surface course, on a grid not to exceed 50- feet Responsible Party Contractor Contractor Contractor Contractor Contractor PART 3 - METHOD OF MEASUREMENT PART 4 - BASIS OF PAYMENT Refer to Appendix A for Basis of Payment. PART 5 - TESTING REQUIREMENTS ASTM D698 ASTM D1556 ASTM D1557 ASTM D2167 ASTM D6938 Test for Moisture-Density Relations of Soils and Soil-Aggregate Mixtures, Using 5.5-pound (2.49 kg) Rammer and 12 in (305 mm) Drop Test for Density of Soil In Place by the Sand-Cone Method Test for Laboratory Compaction Characteristics of Soil Using Modified Effort Test for Density and Unit Weight of Soil In Place by the Rubber Balloon Method. In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods 268 END OF ITEM P-152 P-152-7

17 ITEM P-153 CONTROLLED LOW-STRENGTH MATERIAL (CLSM) CONTRACT NO ITEM P-153 CONTROLLED LOW-STRENGTH MATERIAL (CLSM) PART 1 DESCRIPTION This item shall consist of furnishing, transporting, and placing a controlled lowstrength material (CLSM) as flowable backfill in trenches or at other locations shown on the plans or as directed by the Project Manager. PART 2 MATERIALS MATERIALS a. Portland Cement. Portland cement shall conform to the requirements of ASTM C150 Type II. If for any reason, cement becomes partially set or contains lumps of caked cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used. b. Fly Ash. Flyash shall conform to ASTM C618, Class C or F. c. Fine Aggregate (Sand). Fine aggregate shall conform to the requirements of ASTM C33 except for aggregate gradation. Any aggregate gradation which produces performance characteristics of the CLSM specified here will be accepted, except as follows Sieve Size 3/4 inch (19 mm) 100 No. 200 (0.075 mm) 0-12 Percent Passing by weight d. Water. Water used in mixing shall be potable and free of oil, salt, acid, alkali, sugar, vegetable matter, or other substances injurious to the finished product. PART 3 MIX DESIGN PROPORTIONS. The Contractor shall submit, to the Project Manager, a mix design including the proportions and source of aggregate, fly ash, cement, water, and approved admixtures. No CLSM mixture shall be produced for payment until the Project Manager has given written approval of the proportions. The proportions shall be prepared by a laboratory and shall remain in effect for the duration of the project. Laboratory costs are incidental to this item. The proportions shall establish a single percentage or weight for aggregate, fly ash, cement, water, and any admixtures proposed. a. Compressive Strength. CLSM shall be designed to achieve a 28-day compressive strength of 100 to 300 psi when tested in accordance with ASTM D There should be no significant strength gain after 28 days. b. Consistency. CLSM should be designed to achieve a consistency that will produce an approximate 8-inch diameter circular-type spread without segregation when tested by: (1) filling a P-153-1

18 ITEM P-153 CONTROLLED LOW-STRENGTH MATERIAL (CLSM) CONTRACT NO inch inside diameter by 6-inch length flow cylinder (non-absorbent pipe) (2) strike off of the flow cylinder and start of lift within five seconds of filling and (3) by steady upward pull, lift the cylinder in a time period of between two and four seconds. Adjustments of the material proportions should be made to achieve proper solid suspension and flowable characteristics, however the theoretical yield shall be maintained at one cubic yard (cubic meter) for the given batch weights. PART 4 - CONSTRUCTION METHODS PLACEMENT. a. Placement. CLSM may be placed by any reasonable means from a mixing unit into the space to be filled. Agitation is required during transportation and waiting time. Placement shall be performed so structures or pipes are not displaced from their final position and intrusion of CLSM into unwanted areas is avoided. The material shall be brought up uniformly to the fill line shown on the plans or as directed by the Project Manager. Each placement of CLSM shall be as continuous an operation as possible. If CLSM is placed in more than one layer, the base layer shall be free of surface water and loose foreign material prior to placement of the next layer. b. Limitations of Placement. CLSM shall not be placed on frozen ground. Mixing and placing may begin when the air or ground temperature is at least 35 F and rising. At the time of placement, CLSM shall have a temperature of at least 40 F. Mixing and placement shall stop when the air temperature is 40 F and falling or when the anticipated air or ground temperature will be 35 F or less in the 24 hour period following proposed placement CURING AND PROTECTION a. Curing. The air in contact with the CLSM shall be maintained at temperatures above freezing for a minimum of 72 hours. If the CLSM is subjected to temperatures below 32 F, the material may be rejected by the Project Manager if damage to the material is observed. b. Protection. The CLSM shall not be subject to loads and shall remain undisturbed by construction activities for a period of 48 hours or until a compressive strength of 15 psi is obtained. The Contractor shall be responsible for providing evidence to the Project Manager that the material has reached the desired strength. Acceptable evidence shall be based upon compressive tests made in accordance with paragraph a Acceptance. Acceptance of CLSM delivered and placed as shown on the plans or as directed by the Project Manager shall be based upon mix design approval and batch tickets provided by the Contractor to confirm that the delivered material conforms to the mix design. The Contractor shall verify by additional testing, each 1,000 cubic yards of material used. Verification shall include confirmation of material proportions and tests of compressive strength to confirm that the material meets the original mix design and the requirements of CLSM as defined in this specification. Adjustments shall be made as necessary to the proportions and materials prior to further production. PART 5 - METHOD OF MEASUREMENT Measurement. Refer to Appendix A for Method of Measurement. PART 6 - BASIS OF PAYMENT Payment. Refer to Appendix A for Basis of Payment. 69 P-153-2