259 ALASKA 2020 SECTION 515
515-1.01 DESCRIPTION . Construct drilled shaft foundations where indicated in the plans. This
work includes all labor, materials, equipment, incidentals and services necessary to perform all operations to complete drilled shaft installation.
515-1.02 QUALITY CON TROL. Provide a Quality Control Inspector to ensure that all materials,
techniques and methods are suitable to meet or exceed the minimum requirements of the contract. The Quality Control Inspector shall submit daily reports during drilled shaft installation and testing operations verifying the Contractor’s compliance with requirements of the contract. Include field measurement data, procedural discrepancies, installation problems, names of personnel, equipment usage data, and all other significant information in the daily reports.
515-1.03 QUALIFICATI ONS. Experience is required for constructing drilled shafts of at least 8
feet in diameter and lengths similar to those indicated on the plans for three separate projects during the previous 5 years. Experience must include dr illing in deep water (greater than 30 feet), drilling in soils with ground water, in soils with large boulders, and in rock.
515-1.04 GENERAL REQ UIREMENTS AND SUBMIT TALS. Submit the following documents for
review and approval no more than one week after the Notice to Proceed:
1.Project Experience . Provide a list of three drilled shaft projects performed by the Drilled Shaft Contractor that involved drilling in sand, gravel, large boulders and rock similar to those conditions expected at this project location. Provide the drilled shaft plans, logs of test holes, dates of work, type of work, description of work, and amount of work performed. Provide the name and telephone number of a contact person at the agency or company for which the work was completed.
2.Personnel Experience. Provide a list of the key personnel involved in the drilled shaft construction. Include the name of the superintendent and of the superintendent’s assistants who will be performing and directing the actual drilling operations. Include a r esume of each superintendent and assistant involved in drilled shaft construction indicating:
a.A minimum of 5 years’ experience in directing drilled shaft construction of which 2 years being in responsible charge or operating equipment proposed for this project.
b.The number of years of recent continuous relevant experience in performing similar drilling operations and operating the contractor proposed equipment for this job.
c.Detailed recent relevant experience (three project minimum) including project description, date of work, actual work performed by individual, and a reference for each project including telephone number.
d.A list of relevant equipment operated including type of equipment and amount and nature of experience. Only those personnel approved by th e Engineer may work on the drilled shaft construction. The Engineer may suspend the drilled shaft work if the Contractor substitutes unauthorized personnel for authorized personnel during construction. If work is suspended due to unauthorized substitution of personnel, the Contractor shall be fully liable for all additional costs resulting from the suspension of work and no adjustment in contract time will be allowed.
3.Drilled Shaft Installation Plan. Submit a Drilled Shaft Installation Plan for review and approval no less than 45 days prior to the anticipated start of drilled shaft construction. Include the following: 260 ALASKA 2020 a. Experience information identified in item numbers 1 and 2.
b.List the type, number and size of all proposed equipment, including cranes, barges , drills, augers, bailing buckets, final cleaning equipment, desanding equipment, slurry pumps, tremies, concrete pumps, casings, grout pumps, etc. Include manufacturer’s recommended capacities for each piece of equipment.
c.Details and methods required for construction including temporary work structures and access roads.
d.Details of sequence of construction operations and sequence of shaft construction including dates and anticipated duration of work.
e.Details of shaft excavation methods.
f.Procedure for mainta ining correct horizontal and vertical alignment during shaft installation.
g.Casing diameter and thickness required but not less than that indicated on the plans.
h.Method to advance casing.
i.Methods and equipment proposed to prevent displacement of casing and/ or shafts throughout shaft construction.
j.Details for obstruction removal.
k.The casing grouting plan and procedure if required.
l.Details of proposed methods to clean shaft after initial excavation.
m.Details of shaft reinforcement, including methods to ensure c entering/required cover, reinforcement cage integrity during placement, placement procedures, cage support, tie downs, etc.
n.Details of concrete placement, including proposed operational procedures for concrete tremie or pump, concrete placement rates, init ial concrete placement procedure, method for raising tremie during concrete placement, and overfilling of the shaft concrete. Also provide provisions to ensure proper final shaft cutoff elevation.
o.Action plan for correcting defects in the shaft. Defects include but are not limited to the following: tilted casing, partially or completely collapsed casing, partially or completely collapsed reinforcement cage, improper concrete placement, and equipment failure.
p.Required submittals, including shop drawing, mill certification and concrete mix designs.
q.Welding Quality Control plan conforming to the requirements of AWS D1.1.
r.Details for Crosshole Sonic Logging (CSL) testing procedure including testing schedule, inspector’s name, inspector’s qualifications, required instrumentation and power sources.
s.Safety plan to be implemented to ensure employee safety. Provide worker safety procedures around the shaft excavation and in the shaft when personnel descend for inspection.
t.Details of environmental control procedures us ed to prevent loss of slurry, concrete or other shaft materials into waterways or other protected areas. 261 ALASKA 2020 u. Wastewater and concrete disposal procedures.
v.Other information shown in the Plans, requested by the Engineer or deemed necessary by the Contractor. The Engineer will evaluate the drilled shaft installation plan for conformance with the Contract Documents and will reject any portion of the plan that is unacceptable. Partial submittals will not be accepted for approval. Within 20 days after receipt of the complete plan, the Engineer will notify the Contractor of any additional information required and/or changes that may be necessary in the opinion of the Engineer to satisfy the Contract Documents. Submit agreed upon changes for reevaluation. The Engineer will notify the Contractor within 10 days after receipt of proposed changes of their acceptance or rejection. All approvals given by the Engineer are subject to trial and satisfactory performance in the field. Do not begin any drilled shaft work without an approved Drilled Shaft Installation Plan. Do not begin any drilled shaft work without the written approval of the Engineer. Identify all Critical Path Schedule Items in the drilled shaft installation plan. Provide adequate lead time to obtain concrete mix design approval and permanent metal casing delivery.
4.CSL Report . Submit the CSL results within 5 days of testing. Provide the following in the CSL Report:
a.The CSL logs for all tested tube pairs. Identify the CSL log for each test tube pair indicating t he orientation relative to the structure.
b.The traditional signal peak diagram (time versus depth).
c.The computer first pulse arrival time verses depth.
d.The computed pulse wave speed versus depth.
e.The computed relative pulse energy or amplitude versus depth.
f.Identification of defect zones, if any, on the CSL logs. Defect zones are defined by an increase in arrival time of more than 20 percent relative to arrival time in a nearby zone of good concrete.
515-1.05 CERTIFICATI ONS. Provide certification that all av ailable geotechnical information
provided by the Department has been reviewed and considered in the bid preparation.
515-2.01 MATERIALS. Use materials that conform to the following:
DS Concrete Section 501 DS Grout Subsection 701- 2.07 Reinforcing Steel Section 503 Steel for Casing ASTM A709, Grade 50T3 CSL Tubes ASTM A53 CONSTRUCTION REQUIREMENTS
515-3.01 GENERAL MET HODS AND EQUIPMENT. Perform the excavations required for the
shafts through all materials encountered to the dimensions and elevations shown i n the Contract Documents. Use methods and equipment suitable for the intended purpose and the materials encountered. Provide equipment capable of constructing shafts to a depth equal to the deepest shaft shown in the plans plus 3 times the shaft diameter. Construct drilled shafts according to the Contract Documents except when permitted otherwise by the Engineer. An alternate method of shaft construction may be proposed. Acceptance of other 262 ALASKA 2020 proposed shaft installation methods will be based upon the suitabil ity of the method to the site conditions and the effect of the method on the structural system. Submit alternate methods of shaft construction for approval. Maintain a construction method and soil log during shaft excavation. Submit copies of the log daily. Resolve all differences in the production logs between the Engineer and the Contractor within 24 hours of submittal to the Engineer. Provide the log to the CSL Inspector within 3 days of placing shaft concrete. Provide at least the following items in the log:
1.Description and approximate top and bottom elevation of each soil or rock material encountered
2.Location of all obstructions and time spent removing the obstruction
3.Drilling rate, down thrust, and torque
4.Seepage or groundwater
5.Remarks and comments Barges, temporary work structures and roads may be required to install the drilled shaft foundation, piers, and bridge superstructure.
515-3.02 CONSTRUCTIO N METHOD. Use the permanent casing method.
Permanent Casing Method: Excavate through the casing and advance the casing until reaching the desired penetration. Overreaming the outside diameter of the casing before placing the casing may be necessary. Casing may be placed in oversized holes, but must be grouted in place according to Subsection 515-3.09 If t he annular space outside the casing is greater than 3 inches. Vibratory and impact hammers may be used to install casing. Casing that is driven or vibrated into place need not be grouted. Weld according to Section 504. After the concrete has cured accordi ng to Section 501, cut the casing off at the prescribed elevation and leave the remainder of the casing in place.
515-3.03 POSITION AN D ALIGNMENT. When drilling from a barge, provide a fixed template,
adequate to maintain shaft position and alignment duri ng all excavation and concreting operations. Do not use floating templates (attached to a barge). A fixed template for shafts drilled on land will not be required if the Contractor demonstrates satisfactorily to the Engineer that shaft position and alignm ent can be properly maintained. The Engineer will require a fixed template adequate to maintain shaft position and alignment during all excavation and concreting operations for shafts drilled on land when the Contractor fails to demonstrate to the Engineer ’s satisfaction that he can properly maintain shaft position and alignment without use of a template.
515-3.04 EXCAVATIONS AND EQUIPMENT. All shaft excavation from the groundline to the top
of bedrock, including the rubble layer, is Unclassified Shaft Exc avation. All shaft excavation from the top of bedrock to the bottom of the shaft is Special Shaft Excavation. Groundline, top of bedrock and bottom of shaft elevations are shown on the Plans. The Engineer may require Drilled Shaft Sidewall Overreaming.
1.Unclassified Shaft Excavation . All processes required to excavate a drilled shaft of the dimensions shown in the Contract Documents, completed and accepted. Include in the work all shaft excavation, whether the material encountered is soil, rock, boulders, weathered rock, 263 ALASKA 2020 stone, natural or man- made obstructions, or any other materials. Special Shaft Excavation begins either when top of bedrock elevation is reached or when drilling operations using conventional equipment reach practical refusal. Practical refusal is defined as the point where the rate of hole advancement using earth augers with soil or rock teeth, drill buckets, and/or under reaming tools with the drilling equipment operating at maximum power, torque and downthrust, is less than 1 foot after 15 minutes of continuous drilling.
2.Special Shaft Excavation. All processes required to excavate a drilled shaft of the dimensions shown in the Contract Documents, completed and accepted. Include in the work all shaft excavation, whether the material encountered is soil, rock, boulders, weathered rock, stone, natural or man- made obstructions, or any other materials. Payment for excavation below the point where Special Shaft Excavation has been authorized will be for Special Shaft Excavation only and wil l not include payment for Unclassified Shaft Excavation.
3.Drilled Shaft Sidewall Overreaming. The excavation required to enlarge the drilled shaft diameter to accommodate the installation of the permanent metal casing. Increase the shaft radius a maximum of 6 inches by overreaming. If the Engineer determines that the material encountered while drilling the shaft excavation is unsuitable and/or is not the same as anticipated in the design of the drilled shaft, extend the drilled shaft excavations as required by the Engineer. Provide areas for the disposal of unsuitable materials and excess materials that are removed from shaft excavations, and dispose of them subject to permit requirements and in a manner meeting all requirements pertaining to the approved st orm water pollution prevention (SWPP) plan. Use excavation and drilling equipment having adequate capacity, power, torque, and downthrust to perform the work. Use excavation and overreaming tools of adequate design, size, and strength to perform the work. If the material encountered cannot be drilled using conventional earth augers and/or underreaming tools, provide special drilling equipment, including but not limited to rock augers, core barrels, rock tools, air tools, blasting materials, and other equipm ent as necessary to continue the shaft excavation to the size and depth required.
515-3.05 CASINGS. Use casings that are of ample strength to withstand handling and driving
stresses and the pressure of concrete and surrounding earth materials. Casing may be thickened or reinforced to withstand applied stresses. Internally brace casing during shipping. Use casings that are smooth and water tight. Provide a casing that is continuous along the entire length of the shaft. Use complete joint penetration (CJP) welds for casing splices. Verify weld quality by performing ultrasonic testing (UT) weld splices. Provide UT test reports to the Engineer for approval prior to advancing the casing. Ensure that the inside diameter of casing is not less than the specified s ize of shaft. Oversized casing may be used with the Engineer’s written approval. The Department will not provide extra compensation for excess concrete required to fill an oversize casing. If the installed casing does not satisfy the requirements of Subsec tion 515- 3.10, submit casing repair procedure for approval.
515-3.06 INSPECTION OF EXCAVATIONS. Do not enter the shaft unless the casing is installed
and adequate safety equipment and procedures have been provided. Inspect the excavations for the following: 264 ALASKA 2020 1. Dimensions and Alignment . Provide equipment for checking the dimensions and alignment of each shaft excavation. Verify the dimensions and alignment of the shaft excavation under the observation and approval of the Engineer. Check the following:
a.Shaft ex cavation dimensions and alignment.
b.Casing dimensions and alignment periodically throughout the installation process.
c.Casing dimension and alignment in final position.
2.Depth . Reference the depth of the shaft during drilling using marks on the Kelly bar or other suitable methods. Measure final shaft depths with a suitable weighted tape or other approved methods after final cleaning.
3.Shaft Cleanliness Requirements . Clean the shaft so that at least 50 percent of the base of each shaft has less than 3/4 inch of sediment at the time of concrete placement. Ensure that the maximum depth of sedimentary deposits or other debris does not exceed 1½ inches at any location on the bottom of the excavation. The Engineer will approve shaft cleanliness based on visual inspect ion for dry shafts. The Engineer will approve shaft cleanliness using divers, Shaft Inspection Device (SID) or other appropriate methods for wet shafts.
4.Casing . Visually inspect casings above water. Use a SID, diver, or other methods as directed by the Engineer to examine the casings below water for defects.
515-3.07 Reinforcing Steel Construction and Placement.
1.Reinforcement Cage Construction and Placement . Tie all intersections of drilled shaft reinforcing steel with cross ties or "figure 8" ties. Use double strand ties or ties with larger tie wire when necessary. The Engineer will give final approval of the cage construction subject to satisfactory performance in the field. Assemble and place as a single unit the cage of reinforcing steel consisting of; longitudinal bars, ties, spirals, cage stiffener bars, CSL tubes and all other components. Place the cage immediately after the Engineer inspects and accepts the shaft excavation and immediately prior to placing concrete. The Engineer will give final appro val of the placement subject to satisfactory performance in the field.
2.Splicing Reinforcement Cage. If the bottom of the constructed shaft elevation is lower than the bottom of the shaft elevation in the plans, extend a minimum of one half of the longitudi nal bars required in the lower portion of the shaft the additional length. Continue the tie bars throughout the extra depth and extend the stiffener bars to the final depth. Splice the longitudinal bar extensions as required.
3.Support, Alignment, and Tolera nce. Tie and support the reinforcing steel in the shaft so that the reinforcing steel will remain within allowable tolerances as specified in Section 515- 3.10. Use concrete wheels or other approved, non- corrosive spacing devices near the bottom and at inte rvals not exceeding 15 feet up the shaft to ensure concentric spacing for the entire length of the cage. Do not use block or wire type spacers. Use a minimum of one spacer for each 30 inches of cage circumference. Provide concrete or other Engineer -approved spacers at the bottom of the drilled shaft reinforcing cage. Maintain the specified distance between the bottom of the cage and the bottom of the shaft. Use one spacer per longitudinal bar unless otherwise approved by the Engineer. Use spacers sized to prevent vertical movement of the cage. Use spacers constructed of material equal in quality and durability to the shaft concrete. Submit spacer information for approval. 265 ALASKA 2020 Check the elevation of the top of the steel cage before and after placing the concrete. If the cage is not maintained within the specified tolerances, correct it as approved by the Engineer. Do not construct additional shafts until modifying the reinforcement cage support in a manner satisfactory to the Engineer.
515-3.08 FLUID IN EX CAVATION AT TIME OF CONCRETE PLACEMENT. Prior to placing
concrete in any shaft excavation, ensure that contaminated suspensions, which could impair the free flow of concrete from the tremie pipe, have not accumulated in the bottom of the shaft. Take samples of the fluid in the shaft starting 1 foot from the base of the shaft and at intervals not exceeding 10 feet up the shaft, using an approved sampling tool. Ensure that the density of the fluid in the shaft excavation prior to concreting is less than 70 lb/ft 3 for mineral slurries including bentonite and attapulgite and less than 64 lb/ft3 for polymer slurries according to ASTM D 4380. If desanding equipment is required, ensure that the sand content does not exceed 4 percent by volume. Take whatever action is nec essary to modify the fluid in the shaft excavation prior to placing the concrete to bring the fluid within the contract requirements.
515-3.09 CONCRETE PL ACEMENT. Place concrete in accordance with Section 501 and the
requirements herein. At no expense to the Department, furnish the additional drilled shaft concrete (over the theoretical amount required to fill the shaft as shown in the Plans) required to complete filling shafts larger than required by the Plans or authorized by the Engineer. If the pressur e head is lost during concrete placement for any reason, the Engineer may direct the Contractor to perform integrity testing at no expense to the Department. Cure the top surface of the shaft in accordance with Section 501. Install grout in all voids between the casing and shaft excavation after placing shaft concrete. For drilled shaft foundation casings installed in oversized holes or where gaps exist between the shaft excavation and the casing, grout the zone between the casing and the soil with DS Grout . Grout the casing the full depth of the shaft. Use at least six grout placement tubes placed uniformly around the perimeter the full length of the casing. Grout the casing in one continuous operation. Withdraw the grout tubes vertically during grout place ment operations. Provide at least two water relief/release pipes on opposite sides of the casing. Withdraw the water relief/release pipes vertically during the grout placement operations. Submit the grout placement procedure for approval. Pressure wash all concrete and grout overflow from the outside surface of the shaft casing. Do not allow loose concrete and other debris generated during pressure washing the casing to flow into adjoining bodies of water.
515-3.10 CONSTRUCTIO N TOLERANCES. Conform to the following:
1.Ensure that the top of the drilled shaft is no more than 3 inches laterally from the position indicated in the plans.
2.Ensure that the vertical alignment of the shaft excavation does not vary by more than ¼ inch horizontally for each foot of dept h.
3.After placing all the concrete, ensure that the top of the reinforcement cage is no more than 2 inches above and no more than 3 inches below plan position.
4.Ensure that the column and shaft reinforcement cages are concentric with the shaft within a tolerance of 1 inch. Ensure that concrete cover is within 1½ inches of the plan dimension. 266 ALASKA 2020 5. Ensure that the top elevation of the drilled shaft concrete is within 6 inches of the top of shaft elevation shown in the plans.
6.Do not exceed a difference between the major and minor outside diameters at any point along the length of the permanent metal casing (out -of-roundness) of 1 percent of the nominal diameter. The circumference of the permanent metal casing shall not vary more than 3/16 inch from the nominal circumf erence.
7.Ensure that the cutting edges of excavation equipment are normal to the vertical axis of the equipment within a tolerance of ±3/8 inch per foot of shaft diameter.
8.The completed shaft excavation shall have a flat bottom as shown on the plans. The fl at bottom of the shaft excavation shall be fully founded on rock and be level within ±3/8 inch per foot of shaft diameter.
9.Provide a solid concrete shaft without voids or sections of unsound concrete as determined by CSL.
515-3.11 Instrumenta Tion and Data Collection.
1.Shaft Inspection Device. The Engineer may use a SID comprised of a television camera sealed inside a watertight jacket to inspect the bottoms of the shafts. Cooperate with the Engineer in using this device. Place the device in position for ins pection and removing it after the inspection. Furnish 110 V single- phase current (minimum 30 A service), 220 V single- phase current (minimum 15 A service), and a 150 psi compressor (230 in 3/s minimum) to operate the SID.
2.Crosshole Sonic Logging. Provide C SL inspection of all drilled shaft foundations along their entire lengths. Provide an independent CSL inspector with at least 3 years’ experience in CSL testing to inspect the drilled shaft and prepare the CSL report. Secure CSL tubes (steel pipes) to the inside of the reinforcing steel cage on regular intervals not exceeding 3 feet. Place CSL tubes as near parallel and plumb as possible and around the reinforcement cage perimeter as indicated on the plans. Extend the CSL tube from the bottom of the shaft t o at least 3 feet above the top of the shaft or as approved by the Engineer. Do not damage CSL tubes. Prior to beginning CSL testing, assure that the test probes can pass through every tube to the bottom. If a tube is obstructed, at your expense core a hole that is near to the obstructed tube and extends to its full depth. The core hole should be large enough to accommodate the CSL probe. Prior to coring, submit for approval a coring plan including core hole locations and coring equipment and procedures. Provide for complete core recovery and minimize abrasion and erosion of the core. Place the core hole at a position in the shaft that will not produce damage to the reinforcing steel in the shaft. Log the core hole and submit the log. Indicate in the log voids and defects located in the core hole. Preserve the cores and make them available for inspection by the Engineer. Commence downhole testing with the core hole treated as an access tube. CSL tubes shall be schedule 40 pipes that provide an inside diameter of at least 2 inches. Provide CSL tubes with smooth, regular inside surface free of defects and obstructions (including pipe joints) to permit the free movement of a 1¼ inch diameter probe over the entire length of the tube. Use mechanical couplers to extend CSL tubes. Seal all CSL tube joints. Do not weld CSL tube joints. 267 ALASKA 2020 Provide CSL tubes that are watertight. Provide a watertight cap at the bottom of the CSL tube. Provide a watertight, removable cap at the top of the CSL tube. Fill CSL tubes with potable water prior to or within 1 hour after placement of shaft concrete. The exterior surface of CSL tubes must be free from corrosion, oil, and coatings so that a good bond is provided between the concrete and the tube. Test the drilled shaft no sooner than 3 days and no later than 10 days after placement of drilled shaft concrete. Perform CSL testing between all adjacent tube pairs and across at least two major diagonals. Perform additional diagonal testing if shaft defects are identified. At yo ur expense, perform as many additional diagonal tests as needed to determine the extent of the shaft defect. If the CSL results indicate a potential defect, the core the location of the defect as described above for blocked CSL tubes. If the cores indicate the presence of a defect, submit a repair procedure for review and approval. Repair the shaft at your expense and at no extra cost to the Department. If a defect is not observed in the cores, the Department will pay for all coring costs. After CSL testing has been completed and accepted by the Engineer, remove water from the CSL tube, cut the tube flush with the top of the shaft, and fill the tube with DS Grout.
515-3.12 DRILLED SHA FT EXCAVATIONS CONST RUCTED OUT OF TOLERA NCE. Do not
construct drilled shaft foundations in such a manner that the concrete shaft cannot be completed within the required tolerances. If the contract tolerances are not met, the Contractor may request design changes in the pier to incorporate shafts installed out of tolerance. The Contractor shall bear the costs of redesign and all related costs resulting from approved design changes to incorporate shafts installed out of tolerance. Furnish additional materials and work necessary, including engineering analysis and redesign, to impl ement corrections of out of tolerance drilled shafts at no expense to the Department. Provide a proposal on correcting out of tolerance shafts. Do not begin any redesign until the proposal has been reviewed for acceptability and approved by the Engineer in writing. A Professional Engineer registered in the State of Alaska must perform all redesign to correct for out of tolerance shafts. The Registered Professional Engineer performing the redesign is subject to the approval of the Engineer.
515-4.01 Method of Measurement.
1.Drilled Shaft . This item will not be measured for payment.
2.Unclassified Shaft Excavation . The quantity to be paid for will be the length, in feet, of unclassified shaft excavation of the diameter shown in the plans, completed and accepted. The length will be measured along the centerline of the shaft.
3.Special Shaft Excavation. The quantity to be paid for will be the length, in feet, of special shaft excavation of the diameter shown in the plans, completed and accepted. The length will be measured along the centerline of the shaft.
4.Shaft Casings . The sum of the lengths, in feet, of the casing in place in the completed structure. The length will be measured along the casing from the top to the bottom of the casing at each shaft location.
5.Shaft Instrumentation and Data Collection. This item will not be measured for payment. 268 ALASKA 2020 515-5.01 BASIS OF PA YMENT.
1.Drilled Shaft . Payment will be full compensation for furnishing, erecting, operating, maintaining, dismantling and transporting all drilled shaft equipment necessary to drill foundation shafts and place the casing as indicated on the plans. Payment will be full compensation for all Quality Control Inspection. Payment will be full compensation for the design, fabrication, installation, maintenance and removal of all temporary work structure(s) required to construct the bridge substructure and superstructure. Payment of 85 percent of the amount bid for this bid item will be made when all equipment is at the site, assembled and ready to begin operation, and all temporary structures required for the installation of the drilled shafts are installed and ready for use. Payment of 10 percent will be made when the all shafts have been drilled, all shaft concrete is in place to the top of the shaft, all Instr umentation and Data Collection is complete, and after all shafts have been accepted by the Engineer. Payment of the remaining 5 percent will be made after the temporary work structure(s) has been removed in its (their) entirety.
2.Unclassified Shaft Excavati on. Payment will be full compensation for the shaft excavation; sidewall overreaming; removal from the site and disposal of excavated materials; preparation of the site as required; cleaning and inspecting shaft excavations; using desanding equipment as necessary; using drilling equipment; and furnishing all other labor and materials necessary to complete the work.
3.Special Shaft Excavation: Payment will be full compensation for the shaft excavation; sidewall overreaming; removal from the site and disposal of excavated materials; preparation of the site as required; cleaning and inspecting shaft excavations; using desanding equipment as necessary; using drilling equipment; and furnishing all other labor and materials necessary to complete the work.
4.Shaft Casi ng: Payment will be full compensation for all costs necessary for furnishing and placing the casing in the shaft excavation.
5.Shaft Instrumentation and Data Collection: Payment will include all labor, equipment, materials, transportation, storage, and insur ance required for the instrumentation, data collection and reporting of shaft testing. Payment will be made under: PAY ITEM Item Number Item Description Unit 515.0001.____ Drilled Shaft LS 515.0002.____ Unclassified Shaft Excavation, (Shaft Size) LF 515.0003.____ Special Shaft Excavation, (Shaft Size) LF 515.0004.____ Shaft Casing, (Shaft Size) LF 515.0005.____ Shaft Instrumentation and Data Collection LS 269 ALASKA 2020 SECTION 516 EXPANSION JOINTS, BE ARINGS, AND WATERSTO PS
516-1.01 DESCRIPTION . Furnish and ins tall expansion joints, bearings, and waterstops.
516-2.01 MATERIALS. Use materials that conform to the following:
Grout Subsection 701- 2.03 Bridge Seals Subsection 705- 2.03 Expanded Polyethylene Subsection 705- 2.06 Structural Steel Section 716 Elastomeric Bearing Pads Subsection 720- 2.01 Epoxy Adhesive for Elastomeric Bearing Pads Subsection 720- 2.02 Polytetrafluoroethylene (PTFE) Bearings Subsection 720- 2.03 Waterstops Section 723 CONSTRUCTION REQUIREMENTS
516-3.01 EXPANSION JOINTS. Locate and form expansion joints as shown on the Plans.
1.Shop Drawings . Provide shop drawings for expansion joints having a total movement of more than 1.75 inches. Submit drawings showing installation procedures and joint assembly details. Install joints only after shop drawi ngs are approved.
2.Manufacture and Fabrication.
a.Open Joints . Place open joints where shown on the Plans. Remove forms without chipping or breaking the corners of the concrete. Do not extend reinforcement across an open joint, unless shown on the Plans.
b.Filled Joints . Construct expansion joints with expanded polyethylene joint filler as thick as the width of the joint. Cut the joint filler to the same shape and size as the adjoining surfaces. Fix the joint filler against the concrete surfaces in place to k eep the joint filler from displacing when concrete is placed. Immediately after removing the forms, inspect the expansion joints. Remove concrete or mortar that has sealed across the joint.
c.Compression Seals . Shape the joint as shown on the Plans. Install the seal according to the manufacturer’s instructions. Install the seal in one piece for the full width of the roadway joint. Install the seal immediately after the curing period of the concrete.
d.Strip Seals . Use expansion joint strip seals in one piece for the length of the joint. Shape the steel components to conform to the section of the concrete. Ensure that the surface in the finished plane is true and free of warping. When placing the joints, use methods to keep them in correct position during conc rete placement that do not affect or modify the structure or joint. Install the expansion joints according to the manufacturer's recommendations. Adjust the joint opening for the dimensions indicated on the Plans.
e.Steel Joints . At the shop, shape the plat es, angles, or other structural components to conform to the section of the concrete. Fabricate and paint structural shapes to meet the specifications covering those items. Ensure that the surface in the finished plane is true
Source: Alaska Standard Specifications for Highway Construction, 2020 Edition. Pages 287–296 of 584.