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Incidental Construction

803Description

LA · 2016 Standard SpecificationsBook pages 608–641View official source ↗

Drilled Shafts

803.01 DESCRIPTION. Furnish and install drilled shafts of the

specified type, dimensions, locations, elevations, integrity, and resistance.

803.02 MATERIALS. Comply with the following sections and

subsections: Slurry 803.02 Portland Cement Concrete Section 901 Granular Material 1003.09 Cold Tar Epoxy Polyamide Paint 1008.04 Reinforcing Steel 1009.01 Concrete Admixtures 1011.02 Permanent Steel Casing 1013.11

803.02.1 Concrete Use Class S concrete conforming to Section 901

and with the following slump requirements: Dry placement methods: 5 – 7 inches Casing removal methods: 8 – 10 inches Tremie placement methods: 8 – 10 inches Slump loss of more than 4 inches shall not be permitted during the period equal to the anticipated placement period plus two hours. Slump life may be extended through use of retarders and mid-range water reducers .

803.02.2 Steel Casing: Casing shall be of ample strength to resist

damage and deformation from transportation and handling, installation and extraction stresses, and all pressures and forces acting on the casing. Casing shall be watertight and clean prior to placement in the excavation.

803.02.2 1 Permanent Casin g: Use steel conforming to ASTM

A36 or ASTM A252 Grade 2 unless specified otherwise on the plans. Corrugated casing is not allowed. All splicing of permanent structural casing shall be in accordance with Section 6 of the LRFD Bridge Design Specificati ons, latest edition . The inside diameter of permanent casing shall be as shown on the plans unless a larger diameter is approved by the Drilled Shafts

803.01 DESCRIPTION. Furnish and install drilled shafts of the

specified type, dimensions, locations, elevations, integrity, and resistance.

803.02 MATERIALS. Comply with the following sections and

803.02.1 Concrete Use Class S concrete conforming to Section 901

803.02.2 Steel Casing: Casing shall be of ample strength to resist

803.02.2 1 Permanent Casin g: Use steel conforming to ASTM

803.01 DESCRIPTION. Furnish and install drilled shafts of the

specified type, dimensions, locations, elevations, integrity, and resistance.

803.02 MATERIALS. Comply with the following sections and

803.02.1 Concrete Use Class S concrete conforming to Section 901

803.02.2 Steel Casing: Casing shall be of ample strength to resist

803.02.2 1 Permanent Casin g: Use steel conforming to ASTM

803.01 DESCRIPTION. Furnish and install drilled shafts of the

specified type, dimensions, locations, elevations, integrity, and resistance.

803.02 MATERIALS. Comply with the following sections and

803.02.1 Concrete Use Class S concrete conforming to Section 901

803.02.2 Steel Casing: Casing shall be of ample strength to resist

803.02.2 1 Permanent Casin g: Use steel conforming to ASTM

803.01 DESCRIPTION. Furnish and install drilled shafts of the

specified type, dimensions, locations, elevations, integrity, and resistance.

803.02 MATERIALS. Comply with the following sections and

803.02.1 Concrete Use Class S concrete conforming to Section 901

803.02.2 Steel Casing: Casing shall be of ample strength to resist

803.02.2 1 Permanent Casin g: Use steel conforming to ASTM

803.02.2 2 Temporary Casing : Use smooth wall structural steel

casing. The casing shall be capable of being removed without deformation and damaging the completed shaft, and without disturbing the surrounding soil. The inside diameter of temporary casing shall not be less than the specified diameter of the shaft.

803.02.3 Mineral Slurry: Use mineral slurry in conformance with

the Drilled Shaft Installation Plan. Conform to Table 803 -1. Table 803-1 Mineral Slurry Requirements Property Test Requirement Density (pcf) Mud Weight (Density) API 13B-1, Section 11 64.32 to 72.02 Viscosity (seconds/quart) Marsh Funnel and Cup API 13b-1, Section 2.21 28.0 to 50.0 pH Glass Electrode, pH Meter, or pH Paper 8.0 to 11.0 Sand Content (percent) immediately prior to placing concrete API 13B-1, Section 5 4.0 max 1 American Petroleum Institute (API) 2 When approved by the engineer, slurry may be used in salt water, and allowable densities may be increased by up to 2 pcf. Slurry temperature shall not be less than 40°F when tested.

803.02.4 Polymer Slurry: Use polymer slurry, either natural or

803.02.2 2 Temporary Casing : Use smooth wall structural steel

803.02.3 Mineral Slurry: Use mineral slurry in conformance with

803.02.4 Polymer Slurry: Use polymer slurry, either natural or

803.02.2 2 Temporary Casing : Use smooth wall structural steel

803.02.3 Mineral Slurry: Use mineral slurry in conformance with

803.02.4 Polymer Slurry: Use polymer slurry, either natural or

803.02.2 2 Temporary Casing : Use smooth wall structural steel

803.02.3 Mineral Slurry: Use mineral slurry in conformance with

803.02.4 Polymer Slurry: Use polymer slurry, either natural or

synthetic, in conformance with manufacturer recommendations and the Drilled Shaft Installation Plan. Slurry temperature shall not be less than 40°F when tested. Conform to Table 803-2. Table 803-2 Polymer Slurry Requirements Property Test Requirement Density (pcf) Mud Weight (Density) API 13B-1, Section 1 1 64.0 pcf; max 2 Viscosity (seconds/quart) Marsh Funnel and Cup API 13b-1, Section 2.2 32.0 to 135.0 pH Glass Electrode, pH Meter, or pH Paper 8.0 to 11.5 Sand Content (percent) immediately prior to placing concrete API 13B-1, Section 5 1.0 max 1 American Petroleum Institute (API). 2 When approved by the engineer, polymer slurry may be used in salt water, and the allowable densities may be increased by up to 2 pcf. Slurry temperature shall not be less than 40°F when tested.

803.02.5 Water Slurry: Water may be used as slurry when using

casing for the entire length of the drilled hole, provided that the method of drilled shaft installation maintains stability at the bottom of the shaft excavation. Conform to Table 803-3. Table 803-3 Water Slurry Requirements Property Test Requirement Density (pcf) Mud Weight (Density) API 13B-1, Section 11 64.0 pcf max Sand Content (percent) immediately prior to placing concrete API 13B-1, Section 5 1.0 max 1 American Petroleum Institute (API)

803.02.6 Access Tubes for Crosshole Sonic Testing: Access

tubes for Crosshole Sonic Log (CSL) testing shall be steel pipe of 0.145 -inch minimum wall thickness and 1.5 -inches minimum inside diameter. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of 1.3 -inch maximum diameter source and receiver pr obes used for the crosshole sonic log tests. The access tubes shall be watertight, free from corrosion, with clean internal and external faces to ensure passage of the probes and good bond between the concrete Table 803-2 Polymer Slurry Requirements Property Test Requirement Density (pcf) Mud Weight (Density) API 13B-1, Section 1 1 64.0 pcf; max 2 Viscosity (seconds/quart) Marsh Funnel and Cup API 13b-1, Section 2.2 32.0 to 135.0 pH Glass Electrode, pH Meter, or pH Paper 8.0 to 11.5 Sand Content (percent) immediately prior to placing concrete API 13B-1, Section 5 1.0 max 1 American Petroleum Institute (API). 2 When approved by the engineer, polymer slurry may be used in salt water, and the allowable densities may be increased by up to 2 pcf. Slurry temperature shall not be less than 40°F when tested.

803.02.5 Water Slurry: Water may be used as slurry when using

803.02.6 Access Tubes for Crosshole Sonic Testing: Access

803.02.5 Water Slurry: Water may be used as slurry when using

803.02.6 Access Tubes for Crosshole Sonic Testing: Access

tubes for Crosshole Sonic Log (CSL) testing shall be steel pipe of 0.145 -inch minimum wall thickness and 1.5 -inches minimum inside diameter. The access tubes shall have a round, regular inside diameter free of defects and obstructions, including all pipe joints, in order to permit the free, unobstructed passage of 1.3 -inch maximum diameter source and receiver pr obes used for the crosshole sonic log tests. The access tubes shall be watertight, free from corrosion, with clean internal and external faces to ensure passage of the probes and good bond between the concrete and the access tubes. The access tubes shall be fitted with watertight threaded or welded end caps on the bottom and threaded end caps on the top. Access tubes that may be used for remediation purposes shall be adequately sized to accommodate grout pressures required for base grouting methods.

803.02.7 Grout : Grout for filling CSL access tubes and voids created

after loading the bi -directional load cells shall be a non -shrink neat cement grout with a minimum water/cement ratio of 0.45 and strength no less than that of the shaft concrete and be in accordanc e with 1018.04 .

803.03 SUBMITTALS. Conform to Section 801 . Provide submittals as

required by the Contract. Do not begin work until the Project Reference, Drilled Shaft Installation Plan, and the Experience and Personnel submittal acceptance .

803.03.1 Project Reference: At least four weeks prior to the start

of drille d shaft construction, submit four copies of a project reference list to the engineer for acceptance, verifying the successful completion by the drilled shaft contractor of at least three separate foundation projects within the last five years with drilled shafts of similar size (diameter and depth) and difficulty to those shown on the plans, and with similar subsurface geotechnical conditions. Include a brief description of each project, the owner’s contact person’s name, and current phone number for each project listed.

803.03.2 Drilled Shaft Installation Plan: At least four weeks

prior to the start of drilled shaft construction, submit to the engineer four copies of the Drilled Shaft Installation Plan. Reference the available subsurface geotechnical data provi ded in the contract boring logs and any geotechnical reports prepared for this project. Provide at a minimum the following information:

1.Description of overall construction operation sequence and the sequence of drilled shaft construction when in groups or lines.

2.A list, description, and capacities of proposed equipment, including but not limited to cranes, drills, augers, bailing buckets, final cleaning equipment and drilling unit. As appropriate, describe why the equipment was selected, and descri be equipment suitability to the anticipated site and subsurface conditions. Include a project history of the drilling equipment demonstrating its successful use on shafts of equal or greater size in similar subsurface geotechnical conditions. and the access tubes. The access tubes shall be fitted with watertight threaded or welded end caps on the bottom and threaded end caps on the top. Access tubes that may be used for remediation purposes shall be adequately sized to accommodate grout pressures required for base grouting methods.

803.02.7 Grout : Grout for filling CSL access tubes and voids created

803.03 SUBMITTALS. Conform to Section 801 . Provide submittals as

required by the Contract. Do not begin work until the Project Reference, Drilled Shaft Installation Plan, and the Experience and Personnel submittal acceptance .

803.03.1 Project Reference: At least four weeks prior to the start

803.03.2 Drilled Shaft Installation Plan: At least four weeks

1.Description of overall construction operation sequence and the sequence of drilled shaft construction when in groups or lines.

803.02.7 Grout : Grout for filling CSL access tubes and voids created

803.03 SUBMITTALS. Conform to Section 801 . Provide submittals as

required by the Contract. Do not begin work until the Project Reference, Drilled Shaft Installation Plan, and the Experience and Personnel submittal acceptance .

803.03.1 Project Reference: At least four weeks prior to the start

803.03.2 Drilled Shaft Installation Plan: At least four weeks

1.Description of overall construction operation sequence and the sequence of drilled shaft construction when in groups or lines.

803.02.7 Grout : Grout for filling CSL access tubes and voids created

803.03 SUBMITTALS. Conform to Section 801 . Provide submittals as

required by the Contract. Do not begin work until the Project Reference, Drilled Shaft Installation Plan, and the Experience and Personnel submittal acceptance .

803.03.1 Project Reference: At least four weeks prior to the start

803.03.2 Drilled Shaft Installation Plan: At least four weeks

1.Description of overall construction operation sequence and the sequence of drilled shaft construction when in groups or lines.

803.02.7 Grout : Grout for filling CSL access tubes and voids created

803.03 SUBMITTALS. Conform to Section 801 . Provide submittals as

required by the Contract. Do not begin work until the Project Reference, Drilled Shaft Installation Plan, and the Experience and Personnel submittal acceptance .

803.03.1 Project Reference: At least four weeks prior to the start

803.03.2 Drilled Shaft Installation Plan: At least four weeks

1.Description of overall construction operation sequence and the sequence of drilled shaft construction when in groups or lines.

3.Details of drilled shaft excavation methods, including proposed drilling methods, methods for cleanout of the bottom of the excavation hole, and a disposal plan for excavated material and drilling slurry (if applicable). If appropriate, include a review of method suitability to the anticipated site and subsurface geotechnical conditions including obstruction removal techniques, if such are indicated in the contract subsurface geotechnical information or contract documents.

4.Details of the method to be used to ensure drilled shaft excavation stability (i.e., prevention of caving, bottom heave, etc. using permanent casing, temporary casing, rotating or oscillating method, slurry, or other means) during excavation and concrete placement. Include a review of metho d suitability to the anticipated site and subsurface geotechnical conditions.

5.Detailed procedures for mixing, using, maintaining, and disposing of the slurry. Provide a detailed mix design, including all additives and their specific purpose in the slurry mix, and a discussion of its suitability to the anticipated subsurface geotechnical conditions.

6.Detailed plan for quality control of selected slurry, including tests to be performed, test methods to be used, and minimum and/or maximum property requirements, which must be met to ensure that the slurry functions as intended, considering the subsurface conditions and shaft construction methods, in accordance with the slurry manufacturer’s recommendations. As a minimum, include the tests shown in Table 803-4. Table 803-4 Minimum Slurry Test Requirements Property Test Method Density Mud Weight (Density) API 13B-1, Section 1 Viscosity (sec/qt)(sec/L) Marsh Funnel and Cup API 13B-1, Section 2.2 pH Glass Electrode, pH Meter, or pH Paper Sand Content API 13B-1, Section 5

7.When using polymer slurry, slurry technical assistance information consisting of the name and current phone number of the slurry manufacturer’s technical representative assigned to the project, the names of personnel assigned to the project and trained by the slurry manufacturer’s technical representative in the proper use of the slurry, and a signed training certification letter from the slurry manufacturer for each individual, including the date of the training.

8.Reinforcing steel assembly and placement drawings, including type and location of all splices, reinforcement cage support/centralization methods, type and location of all spacers, CSL access tubes and other instrumentation, and procedures for lifting and setting the reinforcement cage.

9.When proposing or requiring casings, casing dimensions, detailed procedures for permanent casing installation, temporary casing installation and removal, and methods of advancing the casing along with the means to be utilized for excavating the drilled shaft hole.

10.When using temporary casing, details of the method to extract the temporary casing, maintaining shaft reinforcement in proper alignment and location, and maintaining the concrete slump to keep concrete workable during casing extraction.

11.Details of concrete placement, including proposed equipment and procedures for delivering concrete to drilled shaft, placement of concrete into shaft including initial placement and raising of tremie or pump line during placement, size of tremie and pump lines, and operational procedures for pumping.

12.The method to be used to form a horizontal construction joint during concrete placement.

13.When applicable, a description of the material to be used to temporarily backfill a drilled shaft excavation hole during a stoppage of the excavation operation, as well as the method used to place and remove the material.

14.Details of procedures to prevent loss of slurry or concrete into waterways, sewers, and other areas to be protected.

15.Details of proposed excavation and concrete placement contingency plans, including a list of equipment or materials required.

16.Describe the method and materials that will be used to fill or eliminate all voids below the top of shaft between the plan shaft diameter and excavated shaft diameter, or between the shaft casing and surrounding soil, if permanent casing is specified.

17.Details of any required load tests including equipment, instrumentation, procedures, calibration data for test equipment, calculations, drawings, and identifying engineering consultants necessary to perform the work.

18.Details and procedures for protecting existing structures, utilities, roadways, and other facilities during drilled shaft installation.

19.Other information required by the plans or specified herein. The engineer will accept or reject the Drilled Shaft Installation Plan submittal within 10 working days after receipt. Propose any significant updates or modifications to the Dr illed Shaft Installation Plan to the engineer and if accepted, modify the plan. The engineer will accept or reject the modified Drilled Shaft Installation Plan submittal within 10 working days after receipt.

803.03.3 Experience and Personnel: The engineer will accept or

reject the Experience and Personnel submittal within 10 working days after receipt. Work shall not be started on any drilled shaft until the contractor’s experience and field personnel are accepted by the engineer. The engineer may suspend dril led shaft construction if the contractor substitutes field personnel without prior acceptance by the engineer. The contractor shall be fully liable for the additional costs resulting from the suspension of work, and no adjustments in contract time resulti ng from such suspension of work will be allowed.

803.03.3 1 Supervisors and Drilling Operators : At least two

weeks prior to the start of drilled shaft construction, submit to the engineer for acceptance four copies of a list identifying the on -site supervisors and drill rig operators assigned to the project. The list shall contain a detailed summary of each individual’s experience in drilled shaft excavation operations, as well as placement of assembled reinforcing cages and concrete in drilled shafts. On-site sup ervisors shall have a minimum of two years of experience in supervising construction of drilled shafts for foundations of similar size (diameter and depth) and difficulty as those shown on the plans, and similar geotechnical conditions to those described i n the geotechnical borings. The work experience shall consist of direct supervisory responsibility for the on - site drilled shaft construction operations. Project management level positions indirectly supervising on -site drilled shaft construction operati ons are not acceptable for this experience requirement. Drill rig operators shall have a minimum of one year experience in construction of drilled shafts.

803.03.3 2 Testing Consultant : Use an experienced

independent test organization that has been accepted by the engineer prior to testing. Perform all CSL testing and analyses under the supervision of a registered professional engineer in Louisiana. A minimum of three years of experience in field testing and analyses of CSL test results is required The engineer will accept or reject the Drilled Shaft Installation Plan submittal within 10 working days after receipt. Propose any significant updates or modifications to the Dr illed Shaft Installation Plan to the engineer and if accepted, modify the plan. The engineer will accept or reject the modified Drilled Shaft Installation Plan submittal within 10 working days after receipt.

803.03.3 Experience and Personnel: The engineer will accept or

803.03.3 1 Supervisors and Drilling Operators : At least two

803.03.3 2 Testing Consultant : Use an experienced

803.03.3 Experience and Personnel: The engineer will accept or

803.03.3 1 Supervisors and Drilling Operators : At least two

803.03.3 2 Testing Consultant : Use an experienced

803.03.3 Experience and Personnel: The engineer will accept or

803.03.3 1 Supervisors and Drilling Operators : At least two

803.03.3 2 Testing Consultant : Use an experienced

803.03.4 Shaft Construction Logs: Prepare the following logs

documenting each shaft construction activity as follows: Subsurface Investigation, Casing, Shaft Excavation, Slurry, and Concrete Placement. The logs shall fully document the work performed with reference to the date, time, and casing/excavation elevation. Each log shall be signed by an authorized representative of the contractor and the Department’s inspector, and submitted to the engineer within 24 hours of completion of the corresponding acti vity. Use standard log forms provided by the Department unless otherwise allowed by the engineer .

803.03.4 1 Subsurface Investigation Log: Include the

associated boring log(s) and cone penetrometer test(s) (CPT) nearest the shaft. These logs may be taken from the plans or performed by the contractor.

803.03.4 2 Casing Log: Include at least the following

information for temporary or permanent casing: • Shaft identification number and location; • Diameter and wall thickness of the casing; • Dimensions of casing reinforcement; • Top and bottom elevations of the casing; • Method and equipment used for casing installation; and • Any problems encountered during casing installation.

803.03.4 3 Shaft Excavation Log: Include at least the

following information: • Shaft identification number; • Location and surface elevation of the shaft; • Description and approximate top and bottom elevation of each soil or rock material encountered; • Seepage or groundwater conditions; • Type and dimensions of tools and equipment used, and any changes to the tools and equipment; • Any problems encountered; • Elevation of any changes in the shaft diameter; • Method used for bottom cleaning and shaft bottom inspection; and • Final bottom elevation of the shaft.

803.03.4 4 Slurry Log: Include at least the following

information: • Shaft identification number; for the consul tant.

803.03.4 Shaft Construction Logs: Prepare the following logs

803.03.4 1 Subsurface Investigation Log: Include the

associated boring log(s) and cone penetrometer test(s) (CPT) nearest the shaft. These logs may be taken from the plans or performed by the contractor.

803.03.4 2 Casing Log: Include at least the following

803.03.4 3 Shaft Excavation Log: Include at least the

803.03.4 4 Slurry Log: Include at least the following

information: • Shaft identification number; for the consul tant.

803.03.4 Shaft Construction Logs: Prepare the following logs

803.03.4 1 Subsurface Investigation Log: Include the

associated boring log(s) and cone penetrometer test(s) (CPT) nearest the shaft. These logs may be taken from the plans or performed by the contractor.

803.03.4 2 Casing Log: Include at least the following

803.03.4 3 Shaft Excavation Log: Include at least the

803.03.4 4 Slurry Log: Include at least the following

information: • Shaft identification number; for the consul tant.

803.03.4 Shaft Construction Logs: Prepare the following logs

803.03.4 1 Subsurface Investigation Log: Include the

associated boring log(s) and cone penetrometer test(s) (CPT) nearest the shaft. These logs may be taken from the plans or performed by the contractor.

803.03.4 2 Casing Log: Include at least the following

803.03.4 3 Shaft Excavation Log: Include at least the

803.03.4 4 Slurry Log: Include at least the following

information: • Shaft identification number; for the consul tant.

803.03.4 Shaft Construction Logs: Prepare the following logs

803.03.4 1 Subsurface Investigation Log: Include the

associated boring log(s) and cone penetrometer test(s) (CPT) nearest the shaft. These logs may be taken from the plans or performed by the contractor.

803.03.4 2 Casing Log: Include at least the following

803.03.4 3 Shaft Excavation Log: Include at least the

803.03.4 4 Slurry Log: Include at least the following

information: • Shaft identification number; for the consul tant.

803.03.4 Shaft Construction Logs: Prepare the following logs

803.03.4 1 Subsurface Investigation Log: Include the

associated boring log(s) and cone penetrometer test(s) (CPT) nearest the shaft. These logs may be taken from the plans or performed by the contractor.

803.03.4 2 Casing Log: Include at least the following

803.03.4 3 Shaft Excavation Log: Include at least the

803.03.4 4 Slurry Log: Include at least the following

information: • Shaft identification number; • Location; • Type of slurry used; • Slurry test results; and • Any problems encountered.

803.03.4 5 Concrete Placement Log: Include at least the

following information: • Concrete mix used; • Time of start and end of concrete placement; • Volume and start/end time for each truck load placed; • Concrete test results; • Concrete surface elevation and corresponding tremie tip elevation periodically during concrete placement; and • Concrete yield plot (volume versus concrete elevation, actual and theoretical).

803.03.5 Testing Reports:

803.03.5 1 Integrity Test Report : Provide as one document

both the CSL and the Non -destructive Testing (NDT) results, along with all Shaft Construction Logs for the tested shaft. Testing results shall be in accordance with 803.05.11 .

803.03.5 1 Integrity Test Report : Provide as one document

both the CSL and the Non -destructive Testing (NDT) results, along with all Shaft Construction Logs for the tested shaft. Testing results shall be in accordance with 803.05.11 .

803.03.5 2 Load Test Report : Provide as one document the

Load Test results, Integrity Test Report(s), and Shaft Construction Logs for the tested shaft. Testing results shall be in accordance with 803.05.12 .

803.04 Drilled Shaft Precon Struction Conference .

803.05 Construction Require Ments.

803.05.1 Drilled Shaft Excavation: Drilling equipment shall have

adequate capacity, including power, torque, and down thrust, to excavate the maximum plan diameter to a depth of 20 -foot or 20 percent beyond the maximum plan shaft depth, whichever is greater. Excavate to the required depth shown on the plans or as directed by the engineer. Conduct excavation in a continuous operation until completing shaft excavation, except for pauses and stops as noted, using accepted equipment capable of excavating through the type of material expected. Provide temporary casing at the site in sufficient quantit ies to meet the needs of the anticipated construction method. Interruptions for casing splicing and removal of obstructions will be considered as pauses and will be allowed. Other interruptions will be considered stops. In all instances, protect the exca vation against sidewall instability. If using slurry to protect shaft excavation, maintain the minimum level of slurry throughout interruptions in shaft excavation operations. Recondition the slurry to the required properties prior to recommencing shaft e xcavation operations. Sidewall over -reaming is required when the time for shaft excavation exceeds 36 hours. Shaft excavation time is measured from the beginning of excavation, or excavation below the casing when casing is used, to the start of concrete p lacement. Sidewall over -reaming is required when the engineer determines the excavation has softened due to the excavation methods, swelled due to delays in the start of concrete placement, or degraded because of slurry cake buildup. Sidewall over -reaming and extending the excavation is required if slurry is in contact with the bottom 5 feet of the excavation for more than 12 hours. Extend the excavation until undisturbed material is reached. Over -reaming diameter shall be a minimum of 1 inch and a maximum of 6 inches greater than plan diameter. Over -reaming may be accomplished with a grooving tool, over -reaming bucket, or other equipment accepted by the engineer. The contractor shall bear all costs associated with sidewall over - reaming, over-drilling, an d related additional drilled shaft concrete. Construct drilled shafts after placement of embankment fill unless otherwise shown on the plans. Drilled shafts installed prior to completion of embankment fill shall not be capped until the fill has been plac ed to the bottom of cap elevation.

803.05.2 Drilled Shaft Excavation Protection Methods:

maximum plan shaft depth, whichever is greater. Excavate to the required depth shown on the plans or as directed by the engineer. Conduct excavation in a continuous operation until completing shaft excavation, except for pauses and stops as noted, using accepted equipment capable of excavating through the type of material expected. Provide temporary casing at the site in sufficient quantit ies to meet the needs of the anticipated construction method. Interruptions for casing splicing and removal of obstructions will be considered as pauses and will be allowed. Other interruptions will be considered stops. In all instances, protect the exca vation against sidewall instability. If using slurry to protect shaft excavation, maintain the minimum level of slurry throughout interruptions in shaft excavation operations. Recondition the slurry to the required properties prior to recommencing shaft e xcavation operations. Sidewall over -reaming is required when the time for shaft excavation exceeds 36 hours. Shaft excavation time is measured from the beginning of excavation, or excavation below the casing when casing is used, to the start of concrete p lacement. Sidewall over -reaming is required when the engineer determines the excavation has softened due to the excavation methods, swelled due to delays in the start of concrete placement, or degraded because of slurry cake buildup. Sidewall over -reaming and extending the excavation is required if slurry is in contact with the bottom 5 feet of the excavation for more than 12 hours. Extend the excavation until undisturbed material is reached. Over -reaming diameter shall be a minimum of 1 inch and a maximum of 6 inches greater than plan diameter. Over -reaming may be accomplished with a grooving tool, over -reaming bucket, or other equipment accepted by the engineer. The contractor shall bear all costs associated with sidewall over - reaming, over-drilling, an d related additional drilled shaft concrete. Construct drilled shafts after placement of embankment fill unless otherwise shown on the plans. Drilled shafts installed prior to completion of embankment fill shall not be capped until the fill has been plac ed to the bottom of cap elevation.

803.05.2 Drilled Shaft Excavation Protection Methods:

Protect excavation from wall caving and bottom heave. Prevent soil adjacent to the drilled shaft from being disturbed throughout the full length of the shaft. Disturbed soi l is defined as soil which its geotechnical properties have been changed from those of the original in -situ soil. Demonstrate to the satisfaction of the engineer that stable conditions are being maintained. If the engineer determines that stable condition s are not being maintained, immediately take action to stabilize the shaft. Submit a revised Drilled Shaft Installation Plan which addresses the problem and prevents future instability. Do not continue with drilled shaft construction until the damage whi ch has already occurred has been repaired and the engineer’s acceptance of the revised Drilled Shaft Installation Plan has been received. Protect excavation with one or more of the following methods.

803.05.2 1 Temporary Casing : If casing is adequately sealed

into competent soils such that water cannot enter the excavation, excavation may proceed in soils below the water table provided the water level within the casing does not rise or exhibit flow. As the temporary casing is withdrawn, a sufficient head of fluid concrete must be maintained to ensure that water or slurry outside the temporary casing will not breach the column of freshly placed concrete. Casing extraction shall be at a slow, uniform rate with the pull in line with the shaft axis. Movement of casing shall not deform reinforcing steel cage. The reinforcing steel cage shall meet the tolerances as specified in 803.05.10 . Remove all temporary casing from the excavation as completing concrete placement, unless permission has been received from the engineer to leave specified temporary casing in place. Drilled shaft casing i nstalled by rotating or oscillating methods shall be equipped with cutting teeth or a cutting shoe. Use of rotating or oscillating casing methods shall be in accordance with the equipment and procedures shown in the accepted Drilled Shaft Installation Pla n.

803.05.2 2 Permanent Casing : Drive casing to the specified tip

elevation and excavate. Vibratory hammer is not allowed. If tip elevation cannot be reached, excavate and advance casing until reaching the specified tip elevation. After the casing has been filled with concrete, fill all void space between the casing and drilled shaft excavation with a Protect excavation from wall caving and bottom heave. Prevent soil adjacent to the drilled shaft from being disturbed throughout the full length of the shaft. Disturbed soi l is defined as soil which its geotechnical properties have been changed from those of the original in -situ soil. Demonstrate to the satisfaction of the engineer that stable conditions are being maintained. If the engineer determines that stable condition s are not being maintained, immediately take action to stabilize the shaft. Submit a revised Drilled Shaft Installation Plan which addresses the problem and prevents future instability. Do not continue with drilled shaft construction until the damage whi ch has already occurred has been repaired and the engineer’s acceptance of the revised Drilled Shaft Installation Plan has been received. Protect excavation with one or more of the following methods.

803.05.2 1 Temporary Casing : If casing is adequately sealed

803.05.2 2 Permanent Casing : Drive casing to the specified tip

803.05.2 1 Temporary Casing : If casing is adequately sealed

803.05.2 2 Permanent Casing : Drive casing to the specified tip

803.05.2 3 Slurry : Maintain stability dur ing drilled shaft

excavation and concrete placement operations. Maintain equalized water pressure on the sides and base of the drilled shaft excavation when encountering or anticipating groundwater based on the available subsurface data. If water exists in amounts greater than 3 -inches in depth or enters at a rate of more than 12 -inches per hour then the drilled shaft excavation must be filled with slurry to at least the level specified in 803.05.2.3.2 and concrete placed by tremie.

803.05.2 3.1 Slurry Technical Assistance : The

manufacturer’s representative shall provide technical assistance and be present at the site prior to polymer slurry use. The manufacturer’s representative shall remain at the site during the construction and completion of a minimum of one drilled shaft to adjust the slurry mix to the specific site conditions. After the manufacturer’s representative is no longer present at the si te, the contractor’s employee trained in the use of the slurry shall be present at the site throughout the remainder of shaft slurry operations for this project to perform the duties specified above.

803.05.2 3.2 Minimum Level of Slurry in the Excavation :

Maintain s lurry level in the excavation to obtain hydrostatic equilibrium at a height required to provide and maintain a stable hole, but no less than 5 feet above the water table or surface of surrounding water body. Maintain slurry level sufficiently above all unstable zones to prevent bottom heave, caving or sloughing of those zones. Provide casing or other means as necessary to meet these requirements.

803.05.2 3.3 Cleaning Slurry : Clean, re -circulate, de -sand,

or replace the slurry, as needed, in order to maintain the required slurry properties. Sand content will only be required to be within specified limits immediately prior to concrete placement. Slurry properties outside the granular material meeting the requirements of 1003.09 . Remove upper portion of permanent casing to the top elevation of the drilled shaft or as specified. For drilled shafts constructed within a permanent body of water, remove upper portion of permanent casing to the low water elevation, unless otherwise specified.

803.05.2 3 Slurry : Maintain stability dur ing drilled shaft

803.05.2 3.1 Slurry Technical Assistance : The

803.05.2 3.2 Minimum Level of Slurry in the Excavation :

803.05.2 3.3 Cleaning Slurry : Clean, re -circulate, de -sand,

803.05.2 3 Slurry : Maintain stability dur ing drilled shaft

803.05.2 3.1 Slurry Technical Assistance : The

803.05.2 3.2 Minimum Level of Slurry in the Excavation :

803.05.2 3.3 Cleaning Slurry : Clean, re -circulate, de -sand,

803.05.2 3 Slurry : Maintain stability dur ing drilled shaft

803.05.2 3.1 Slurry Technical Assistance : The

803.05.2 3.2 Minimum Level of Slurry in the Excavation :

803.05.2 3.3 Cleaning Slurry : Clean, re -circulate, de -sand,

803.05.2 3 Slurry : Maintain stability dur ing drilled shaft

803.05.2 3.1 Slurry Technical Assistance : The

803.05.2 3.2 Minimum Level of Slurry in the Excavation :

803.05.2 3.3 Cleaning Slurry : Clean, re -circulate, de -sand,

803.05.2 3.4 Slurry Samplin g, Testing, and Logging :

Mineral slurry and polymer slurry shall be mixed and thoroughly hydrated in slurry tanks, lined ponds, or storage areas. Draw sample sets from the slurry storage facility and test the samples for conformance with the appropriate specified material properties before beginning slurry placement in the drilled hole. A sample set shall be composed of samples taken at mid -height and within two feet of the bottom of the storage area. Sample and test all slurry in the presence of the en gineer. The date, time, names of the persons sampling and testing the slurry, and the results of the tests shall be recorded. Submit a copy of the slurry log to the engineer at the completion of each drilled shaft or when requested during the drilling operation. Take sample sets of all slurry, composed of samples taken at mid -height and within two feet of the bottom of the drilled shaft, and test during drilling as necessary to verify control of slurry properties. As a minimum, take sample sets of slurry and test at least once every four hours after beginning use during each shaft construction. Take and test sample sets of all slurry immediately prior to placing concrete.

803.05.3 Obstructions: When obstructions are encountered, notify

the engineer promptly. A n obstruction is defined as a specific object encountered during the drilled shaft excavation operation which prevents or hinders the advance of the drilled shaft excavation. Obstructions include, but are not limited to: logs, man -made objects, and rocks. When efforts to excavate the obstruction result in a significant reduction in the rate of advance, remove or break up the obstruction. If blasting is required, submit a Blasting Plan to the Chief Construction Engineer for review and acceptance. Equipme nt lost in the excavation will not be considered an obstruction as defined above and shall be promptly removed. Equipment removal and repair of excavation will be at no additional cost or time to the Department.

803.05.4 Protection of Existing Structures: Contr ol operations

to prevent damage to existing structures, utilities, roadways, and other facilities. Preventive measures may include selecting construction methods and procedures that will prevent excessive caving of the drilled shaft excavation, monitoring and controlling vibrations from driving of casing, sheeting, or drilling of the shaft. specified ranges may result in risks such as unstable holes or lost tools.

803.05.2 3.4 Slurry Samplin g, Testing, and Logging :

803.05.3 Obstructions: When obstructions are encountered, notify

803.05.4 Protection of Existing Structures: Contr ol operations

803.05.2 3.4 Slurry Samplin g, Testing, and Logging :

803.05.3 Obstructions: When obstructions are encountered, notify

803.05.4 Protection of Existing Structures: Contr ol operations

803.05.2 3.4 Slurry Samplin g, Testing, and Logging :

803.05.3 Obstructions: When obstructions are encountered, notify

803.05.4 Protection of Existing Structures: Contr ol operations

803.05.5 Drilled Shaft Excavation Inspection: Use appropriate

means, such as a cleanout bucket, air lift, or hydraulic pump to clean the bottom of the excavation of all drill ed shafts. Limit sediment at excavation base to a maximum of 1.5 inches, with a minimum of 50 percent of the shaft base less than 0.5 inch of sediment just prior to concrete placement. The drilled shaft excavation will be inspected for acceptance by the engineer prior to proceeding with construction. The bottom of the excavated drilled shaft shall be sounded with an airlift pipe, a tape with a heavy weight attached to the end of the tape, a borehole camera with visual sediment depth measurement gauge, or other means acceptable to the engineer to determine that the drilled shaft bottom meets contract requirements.

803.05.6 Assembly and Placement of Reinforcing Steel:

803.05.5 Drilled Shaft Excavation Inspection: Use appropriate

803.05.6 Assembly and Placement of Reinforcing Steel:

803.05.5 Drilled Shaft Excavation Inspection: Use appropriate

803.05.6 Assembly and Placement of Reinforcing Steel:

Prior to and during fabrication of the steel reinforcing cage, support reinforcing bars off the g round surface and protect from contamination of mud and other deleterious materials. Rigidly brace reinforcing cage to retain its configuration during handling and construction. Individual or loose bars will not be permitted. All intersections of vertic al and horizontal bars must be tied. Show bracing and any extra reinforcing steel required for fabrication of the cage on details submitted with the Drilled Shaft Installation Plan. Carefully position reinforcement; securely fasten to provide minimum clearances and ensure that no displacement of the reinforcing steel cage occurs during placement of the concrete. The reinforcing steel cage shall meet the tolerances as specified in 803.05.10 . Splicing of the reinforcement cage during placement in the shaft excavation will not be permitted unless shown on the plans or allowed by the engineer. If the reinforcing cage is spliced during placement into the drilled shaft excavation, the splice details and location of the splices shall be in accordance with the plans and the Drilled Shaft Installation Plan. Securely hold steel reinf orcing cage in position throughout the concrete placement operation. Tie and support the reinforcing steel in the drilled shaft so that the location of the reinforcing steel will remain within allowable tolerance. Use concrete spacers or other acceptable non-corrosive spacing devices at sufficient intervals [near the bottom, the top, and at intervals not exceeding 10 feet vertically] to ensure concentric spacing for the entire cage length. The number of spacers required at each level will be one spacer f or each foot of excavation diameter, with a minimum of four spacers at each level. The spacers shall be of adequate dimension to ensure an annular space between the outside of the reinforcing cage and the side of the excavation along the entire length of the drilled shaft as shown on the plans. The width of the spacer shall be a minimum of 1.75 inches. Acceptable feet (bottom supports) made of plastic or concrete shall be provided to ensure that the bottom of the cage is maintained at the proper distance above the base of the excavation unless the cage is suspended from a fixed base during concrete placement. Bracing steel which constricts the interior of the reinforcing cage must be removed after lifting the cage if free fall concrete or tremie methods o f concrete placement are to be used.

803.05.7 Assembly and Placement of Access Tubes: Install

access tubes meeting the requirements of 803.02.6 for the full depth of all shafts to permit access of CSL testing equipment, except as otherwise noted herein. If, in the opinion of the engineer, the condition of the drilled shaft excavat ion permits drilled shaft construction in the dry, the engineer may specify that CSL testing be omitted. Clear access tubes of all debris before installing. Repair or replace damaged access tubes prior to concrete placement. The minimum number of access tubes installed shall be as specified in Table 803-5. Table 803-5 Drilled Shaft Access Tubes for CSL Testing Shaft Diameter, D (Feet) Minimum Number of Access Tubes D ≤ 3.5 3 3.5 < D ≤ 4.5 4 4.5 < D ≤ 5.5 5 5.5 < D ≤ 6.5 6 6.5 < D ≤ 7.5 7 7.5 < D ≤ 8.5 8 8.5 < D ≤ 9.0 9 9.0 < D ≤ 10.0 10 10.0 < D ≤ 11.0 11 11.0 < D ≤ 12.0 12 Fit the tubes with a watertight threaded or welded end cap on the bottom and a removable threaded cap on the top. Use watertight threaded or welded splices. Place t he access tubes around the drilled shaft, inside the spiral or hoop reinforcement , and 3-inches clear of the vertical reinforcement, at a uniform spacing measured along the circle passing through the centers of the access tubes. If these minimums cannot be met due to close spacing of the vertical reinforcement, then bundle the access tubes with the vertical reinforcement. The engineer may allow the tubes to be installed on the outside of the cage if the access tubes have a minimum concrete cover of 3 inches and bumpers are installed on the outside of the cage to prevent tubes from being crushed. Install the tubes in a symmetric pattern with tubes equally spaced around the perimeter of the cage and parallel to the plan axis of the shaft. Fasten the tubes to the reinforcement cage at a maximum of 5 -foot intervals or as directed by the engineer. Threaded U-bolts may be used to attach tubes to the rebar cage. Extend the tubes to the shaft bottom and at least 3 -foot above the shaft top. If the shaft top is subsurfa ce, extend the tubes at least 3-foot above the ground and water surface s. Do not damage the tubes during reinforcement installation operations . Avoid pulling or displacing the cage after concrete has begun to set. Within two hours of concrete placement, fill the access tubes with clean water and cap or seal the tube tops to keep out debris. Water shall remain in the access tubes at all times until all CSL testing for that shaft is complete. Remove caps or plugs from tubes after concrete placement so as not to apply excess torque, hammering, or other stresses which could break the bond between the access tubes and the concrete. The contractor shall be responsible for all delays arising from data quality issues due to improper installation or treatment of the CSL access tubes.

803.05.8 Concrete Placement, Curing, and Protection:

Commence concrete placement as soon as possible after completion of drilled shaft excavation and inspection by the engineer. Immediately prior to commencing concrete placement, the drilled shaft excavation and the properties of the slurry (if used) shall conform to 803.02 . Continue concrete placement in one operation to the top of the drilled shaft. Unless approved otherwise by the engineer, the elapsed time from beginning to completion of concrete placement in the drilled shaft shall not exceed two hours for drilled shafts 5 -foot in diameter or less. The minimum concrete place ment rate for drilled shafts larger than 5 -foot in diameter shall be 30 cubic yards per hour. The engineer may allow an extension of the concrete placement time if the contractor adequately demonstrates by trial mix and slump loss tests that the slump of t he concrete will be 4 inches or greater during the entire time of concrete placement during the longer placement time. If water is not present (a dry shaft), the concrete shall be deposited through the center of the reinforcement cage by a method which pre vents segregation of aggregates. If concrete is placed by free fall method, minimum clear opening shall be 24 inches in diameter and use a centering device such that the free -fall is vertical down the center of the drilled shaft without hitting the sides, the steel reinforcing bars, or the steel reinforcing bar cage bracing. Reduce the rate of concrete placement or reduce the height of free fall as directed by the engineer if the concrete strikes the reinforcing cage or sidewall. The elapsed time for conc rete placement shall not exceed the time limit defined in the accepted Drilled Shaft Installation Plan and demonstrated by a successful technique shaft or test shaft. The concrete placement time shall commence at the mixing of the concrete and extend thro ugh the completion of placement of the concrete in the drilled shaft excavation, including removal of any temporary casing. For wet placement methods, the placement time shall start at the batching of the initial load of concrete to be placed in the shaft . Prior to concrete placement, provide test results of both a trial mix and a slump loss test conducted by an accepted testing laboratory using accepted methods to demonstrate that the concrete meets this defined placement time limit. The concrete mix shall exhibit slump values and limitations conforming to 803.02.1 . The t rial mix and slump loss tests shall be conducted at ambient temperatures appropriate for site conditions. Ambient temperature at the time of concrete placement will not be greater than the ambient temperature at the time of the concrete trial mix and slum p loss test. Admixtures such as midrange water reducers, plasticizers, and retarders may be used and shall conform to 1011.02 and be included in the concrete mix d esign and detailed in the Drilled Shaft Installation Plan. After accepting for use, adjust all admixtures for the conditions encountered on the job so the concrete remains in a workable plastic state throughout the defined placement time limit. Throughout concrete placement operations, the discharge end of the tremie shall remain submerged in the concrete at least 5 foot and the tremie shall always contain enough concrete to prevent water from entering. The concrete placement shall be continuous until wor k completion, resulting in a seamless, uniform shaft. If the concrete placement operation is interrupted, the engineer may require core drilling or other tests to verify that the drilled shaft contains no voids or horizontal joints. If testing reveals vo ids or joints, repair them or replace the drilled shaft at no expense to the Department. Before placing fresh concrete against concrete deposited in water or slurry (construction joint), remove all scum, laitance, loose gravel, and sediment on the surface of the previously placed concrete. Complete a concrete yield plot for each wet shaft poured by tremie methods. Submit this yield plot to the engineer in accordance with 803.03.4 . Casing installations or drilled shaft excavations are not to be performed within a clear distance of three diameters of a newly poured shaft with in 24 hours of concrete placement and only after the concrete has reached a minimum compressive strength of 1800 psi.

803.05.9 Tremies: A gravity tremie shall have a hopper at the top

that empties into a watertight tube at least 10 inches in diameter. If using a concrete pump in lieu of the tremie, use a watertight rigid pump line with a minimum diameter of 5 inches and all requirements specified herein apply. Mark tremie clearly at one foot increments. The discharge end of the tremie tube shall include a devic e to seal out water while the tube is first filled with concrete. In lieu of a seal at the discharge end of the pipe, a “plug” or “pig” may be placed in the hopper prior to concrete placement which moves through the tremie when pushed by the concrete, for cing water or slurry from the tremie pipe. A plug or pig is a flexible device which fills the entire cross section of the tremie tube and creates an impermeable separation between the concrete in the tremie and the slurry. When placing a plug or pig at t he top of the tremie it shall be inserted after the tremie is placed in the wet excavation and before charging the tremie with concrete. The bottom of the tremie shall be placed slightly off the bottom of the excavation to allow the plug or pig to pass ou t of the tremie. The hopper and tubes shall not contain aluminum parts that will have contact with the concrete. The inside and outside surfaces of the tubes shall be clean and smooth to allow both flow of concrete and the unimpeded withdrawal of the tube during concrete placement.

803.05.10 Drilled Shaft Construction Tolerances: Construct

shaft excavations so that the top center of the poured shaft with respect to the plan location is within the horizontal tolerances shown in Table 803-6. Before placing fresh concrete against concrete deposited in water or slurry (construction joint), remove all scum, laitance, loose gravel, and sediment on the surface of the previously placed concrete. Complete a concrete yield plot for each wet shaft poured by tremie methods. Submit this yield plot to the engineer in accordance with 803.03.4 . Casing installations or drilled shaft excavations are not to be performed within a clear distance of three diameters of a newly poured shaft with in 24 hours of concrete placement and only after the concrete has reached a minimum compressive strength of 1800 psi.

803.05.9 Tremies: A gravity tremie shall have a hopper at the top

803.05.10 Drilled Shaft Construction Tolerances: Construct

803.05.9 Tremies: A gravity tremie shall have a hopper at the top

803.05.10 Drilled Shaft Construction Tolerances: Construct

shaft excavations so that the top center of the poured shaft with respect to the plan location is within the horizontal tolerances shown in Table 803-6. Table 803-6 Horizontal Tolerances Shaft Diameter, D (Feet) Tolerance (Inches) Multi Shaft Foundations — D ≤ 2 3 2 < D < 5 4 D ≥ 5 6 Single Shaft Column — All shaft diameters 3 Drilled shafts in soil shall be within 1.5 percent of plumb. Plumbness will be measured from the top of poured shaft elevation or mudline, whichever is lower. During excavation of the shaft, make frequent checks on the plumbness, alignment, and dimensions of the shaft. Correct any deviation exceeding the allowable tolerance s with a procedure accepted by the engineer. Check elevation of the top of the steel cage before and after placing concrete. If the upward displacement of the reinforcing cage exceeds 2 inches , or if the downward displacement exceeds 6 inches , the drilled shaft will be considered defective. Make corrections to the satisfaction of the engineer. No additional drilled shafts shall be constructed until the contractor has modified the reinforcing cage support in a manner satisfactory to the engineer. When the shaft reinforcing cage for a single column is to be tied directly to the column steel, the reinforcing cage shall be concentric with the drilled shaft excavation within a horizontal tolerance of 0.5 inch. On all other shafts, the reinforcing cage shall b e concentric with the drilled shaft excavation within a horizontal tolerance of 1.5 inches. The top elevation of the completed drilled shaft shall have a tolerance of plus or minus 2 inches. Tolerances for casings shall be in accordance with American Pipe Institute tolerances applicable to regular steel pipe. Drilled shaft excavations and completed shafts not constructed within the required tolerances will be considered defective. Correct all defective shafts to the satisfaction of the engineer. Materials and work necessary, including engineering analysis and redesign, to complete corrections for out -of- tolerance shafts shall be furnished without either cost or time to the Department. Redesign drawings and computations shall be sealed and signed by a regi stered Professional Engineer licensed in Louisiana.

803.05.11 Integrity Testing:

803.05.11 1 Crosshole Sonic Log Testing : Use Crosshole

Sonic Log (CSL) testing to aid in identifying anomalies in shaft concrete by measuring ultrasonic pulse travel time from a signal source in one access tube to a receiver in another access tube. CSL testing will be used to determine integrity acceptance of the shaft.

803.05.11 1.1 Testing Schedule : Perform testing after shaft

concrete has cured at least 48 hours. Additional curing time prior to testing may be required if the shaft concrete contains admixtures, such as set retarding admixture or water reducing admixture. The additional curing time prior to testing required under these circumstances shall not be grounds for additional compensation or ext ension of contract time. No subsequent construction shall be performed on the completed shaft until shaft acceptance by the engineer. Complete CSL tests for technique shafts and test shafts within five calendar days of concrete placement. Complete CSL tes ts for production shafts within 20 calendar days of concrete placement. During the development of the CSL testing schedule, consider the CSL testing time constraints and the shaft production schedule.

803.05.11 1.2 Testing Equipment :

The CSL test equipment shall be ca pable of performing the following functions and conform to ASTM D6760: • Displaying individual CSL records, recording CSL data, and analyzing receiver responses. • Printing of CSL logs. • Testing in 1.5 inch minimum I.D. access tubes. • Generating an ultrasonic voltage pulse to excite the source with a synchronized triggering system to start the recording system. • Measuring and recording the depths of CSL probes at the time signals are recorded. • Filtering/amplifying signals.

803.05.11 1.3 Testing Procedures : Use the submitte d and

803.05.11 Integrity Testing:

803.05.11 1 Crosshole Sonic Log Testing : Use Crosshole

803.05.11 1.1 Testing Schedule : Perform testing after shaft

803.05.11 1.2 Testing Equipment :

803.05.11 1.3 Testing Procedures : Use the submitte d and

803.05.11 Integrity Testing:

803.05.11 1 Crosshole Sonic Log Testing : Use Crosshole

803.05.11 1.1 Testing Schedule : Perform testing after shaft

803.05.11 1.2 Testing Equipment :

803.05.11 1.3 Testing Procedures : Use the submitte d and

803.05.11 Integrity Testing:

803.05.11 1 Crosshole Sonic Log Testing : Use Crosshole

803.05.11 1.1 Testing Schedule : Perform testing after shaft

803.05.11 1.2 Testing Equipment :

803.05.11 1.3 Testing Procedures : Use the submitte d and

803.05.11 Integrity Testing:

803.05.11 1 Crosshole Sonic Log Testing : Use Crosshole

803.05.11 1.1 Testing Schedule : Perform testing after shaft

803.05.11 1.2 Testing Equipment :

803.05.11 1.3 Testing Procedures : Use the submitte d and

803.05.11 Integrity Testing:

803.05.11 1 Crosshole Sonic Log Testing : Use Crosshole

803.05.11 1.1 Testing Schedule : Perform testing after shaft

803.05.11 1.2 Testing Equipment :

803.05.11 1.3 Testing Procedures : Use the submitte d and

accepted testing consultant to perform CSL testing. Provide testing consultant with the shaft construction logs. Use CSL testing on all production shafts, technique shafts, and test shafts when any of the following conditions occur: placing shaft co ncrete through slurry; using full-length casing; or, as required by the engineer. Prior to performing CSL testing operations, remove concrete at the top of the drilled shaft down to sound concrete. Inspect access tubes after placing shaft concrete and before beginning the CSL testing. Each access tube that the test probe cannot pass through shall be replaced at no additional cost to the Department with a 2-inch diameter hole cored through the concrete for the entire length of the shaft. Unless directe d otherwise by the engineer, cored holes shall be located approximately 6 -inches inside the drilled shaft reinforcement and shall not damage the reinforcement. Descriptions of inclusions and voids in cored holes shall be logged and a copy of the log shall be submitted to the engineer. Findings from cored holes shall be preserved, identified as to location, and made available for inspection by the engineer. As a minimum, test all perimeter tube pairs and major diagonal tube pairs. If a possible defect is found, conduct CSL testing between additional pairs of tubes as determined by the testing consultant. No welding shall take place in the general vicinity during CSL testing operations. Perform CSL tests with the source and receiver probes in the same horizontal plane unless test results indicate potential defects in which case the questionable zone may be further evaluated with angled tests consisting of the source and receiver vertically offset in the access tubes. Make CSL measurements at 2 -inch depth intervals . Starting from the bottom of the tubes, pull the probes simultaneously over a depth measuring device.

803.05.11 2 Non-destructive Testing : Non-destructive testing,

other than CSL, shall be performed in accordance with the plans and specifications.

803.05.11 3 Reporting Results : Submit Integrity Test results to

the engineer for preliminary review and comment within seven calendar days after the Integrity Test. The final Integrity T est results shall be sealed, signed , and dated by a Professional Engineer licensed in Louisiana prior to inclusion in the Integrity Test Report . Submit the final Integrity Test Report in accordance with

803.03.5 to the engineer within 21 calendar days after completion of

Integrity T est.

803.05.11 3.1 CSL Test Results : Test results shall conta in

803.05.11 3.1 CSL Test Results : Test results shall conta in

at least the following: • Project name and number; • Shaft identification number and location; • Date of testing; • Description of shaft installation and/or construction methods; • Description of the shaft details, dimensions, elevations, areas, materials, shaft age at time of CSL testing (days from concrete placement to CSL testing), etc; • CSL logs for each tube pair tested with analyses of the initial pulse arrival time versus depth and pulse energy/amplitude versus depth; • Waterfall diagrams; • All measurements used to compute the sensor elevations in the tubes relative to the shaft; • CSL tube numbers tested, test length, average compression velocity, and a description of anomalies detected. Include with each CSL anomaly description the CSL tube number, depth belo w top of concrete, percent concrete wave speed reduction, and recommended concrete condition rating; • CSL logs for each tube pair tested with any defect zones indicated on the logs and discuss in the test report as appropriate; • Discussion of test results an d recommendations. Include shaft construction log information, as it affects test results and recommendations; • Results and output of any analyses inherent to the test method; • Electronic data files if applicable; and, • All additional pertinent information.

803.05.11 3.2 Non-Destructive Test Results : Test results

shall contain at least the following: • Project name and number; • Shaft identification number and location; • Date of testing; • Description of shaft installation and/or construction methods; • Description of the shaft details, dimensions, elevations, areas, materials, etc; • Instrumentation, test procedures, and data collection; • Discussion of test results and recommendations. Include shaft construction log information as it affects test results and recommendations; • Result s and output of any analyses inherent to the test method; • Electronic data files if applicable; and, • All additional pertinent information.

803.05.12 Load Test: Install test shafts to the same dimensions,

details, and elevations shown on the plans; install using the same • Description of the shaft details, dimensions, elevations, areas, materials, shaft age at time of CSL testing (days from concrete placement to CSL testing), etc; • CSL logs for each tube pair tested with analyses of the initial pulse arrival time versus depth and pulse energy/amplitude versus depth; • Waterfall diagrams; • All measurements used to compute the sensor elevations in the tubes relative to the shaft; • CSL tube numbers tested, test length, average compression velocity, and a description of anomalies detected. Include with each CSL anomaly description the CSL tube number, depth belo w top of concrete, percent concrete wave speed reduction, and recommended concrete condition rating; • CSL logs for each tube pair tested with any defect zones indicated on the logs and discuss in the test report as appropriate; • Discussion of test results an d recommendations. Include shaft construction log information, as it affects test results and recommendations; • Results and output of any analyses inherent to the test method; • Electronic data files if applicable; and, • All additional pertinent information.

803.05.11 3.2 Non-Destructive Test Results : Test results

803.05.12 Load Test: Install test shafts to the same dimensions,

803.05.11 3.2 Non-Destructive Test Results : Test results

803.05.12 Load Test: Install test shafts to the same dimensions,

details, and elevations shown on the plans; install using the same equipment and installation procedures proposed for installation of the production drilled shafts. If the equipment or procedures change following the completion of load testing, install additional test shafts and conduct additional load tests as directed by the engineer at no additional cost to the Department. All load testing shall be completed and the results evaluated by the engineer before inst alling any production drilled shafts.

803.05.12 1 Test Shaft: Test shafts are shafts constructed in

advance of permanent shafts for purposes of determining shaft length by load testing. Test shafts shall be long enough to be drilled, if necessary, to 15 foot below the plan tip elevation of the nearest permanent shaft. Test shaft length shall be long enough to allow for all testing to be performed.

803.05.12 2 Static Load Test: Static load tests shall be

performed in accordance with the procedures specified in ASTM D1143, Procedure A: Quick Test, with the following exceptions: Apply the load in 20 equal increments or as directed. Hold each load increment for a period of five minutes. Load test shaft to failure or until reaching the specified maximum test load shown on the plans. The test shaft will be considered to have failed when continuous jacking is required and continuous shaft movement is measured. Unless otherwise directed, maintain load until the gross settlement has reached 5 percent of the maximum shaft diamete r. After the plunging load and failure deformation have been achieved, allow the loading system to equalize until shaft movement and variations in jack pressure have ceased. Remove load in decrements of approximately 20 percent of the maximum load placed on the test shaft. Record gross settlement and load readings five minutes after reaching each unloading load decrement. Record the final recovery of the unloaded test shaft until movement is essentially complete for a period up to 30 minutes.

803.05.12 2.1 Hydraulic Jack: Calibrate the entire hydraulic

system for all stages of loading and unloading through an accepted independent calibration service. Furnish a certified laboratory report of the calibration tests to the engineer. Perform calibration no more than 30 days prior to load test commencement. After the system is calibrated, no replacement parts will be permitted (except the pump) without recalibration of the system.

803.05.12 2.2 Displacement Instrumentation : Furnish

instrumentation to monitor the gross displacement readings at the shaft head during load testing. The instrumentation shall consist of three equipment and installation procedures proposed for installation of the production drilled shafts. If the equipment or procedures change following the completion of load testing, install additional test shafts and conduct additional load tests as directed by the engineer at no additional cost to the Department. All load testing shall be completed and the results evaluated by the engineer before inst alling any production drilled shafts.

803.05.12 1 Test Shaft: Test shafts are shafts constructed in

803.05.12 2 Static Load Test: Static load tests shall be

803.05.12 2.1 Hydraulic Jack: Calibrate the entire hydraulic

803.05.12 2.2 Displacement Instrumentation : Furnish

803.05.12 1 Test Shaft: Test shafts are shafts constructed in

803.05.12 2 Static Load Test: Static load tests shall be

803.05.12 2.1 Hydraulic Jack: Calibrate the entire hydraulic

803.05.12 2.2 Displacement Instrumentation : Furnish

803.05.12 1 Test Shaft: Test shafts are shafts constructed in

803.05.12 2 Static Load Test: Static load tests shall be

803.05.12 2.1 Hydraulic Jack: Calibrate the entire hydraulic

803.05.12 2.2 Displacement Instrumentation : Furnish

803.05.12 1 Test Shaft: Test shafts are shafts constructed in

803.05.12 2 Static Load Test: Static load tests shall be

803.05.12 2.1 Hydraulic Jack: Calibrate the entire hydraulic

803.05.12 2.2 Displacement Instrumentation : Furnish

instrumentation to monitor the gross displacement readings at the shaft head during load testing. The instrumentation shall consist of three independent dial or electronic readout gauges capable of measuring displacement to a precision of ±0.001 inch, with a minimum travel range of 4 inches or 15 percen t of maximum shaft diameter, whichever is greater. Provide smooth bearing surfaces perpendicular to the direction of the gauge stem travel for each gauge.

803.05.12 3 High -Strain Dynamic and Force Pulse (Rapid)

Load Tests : High -Strain Dynamic tests shall be perfor med in accordance with the procedures specified in ASTM D4945. The High - Strain Dynamic load test is imposed by the impact of a falling mass which typically has a weight of 1 to 2 percent of the maximum test load. Force Pulse (Rapid) tests shall be perform ed in accordance with the procedures specified in ASTM D7383. Two alternative procedures are provided: Procedure A uses a combustion gas pressure apparatus to produce the required axial compressive force pulse. Procedure B uses a cushioned drop mass appa ratus to produce the required axial compressive force pulse. Either procedure will be acceptable.

803.05.12 3.1 Preparation : Notify the engineering

consultant of the requirement for a load test at least 30 days in advance of each test. Perform site and shaft prepar ation without damaging the instrumentation or cables. Cut and/or clean the surface of the shaft down to design or test elevation. The top of the shaft shall be smooth and level.

803.05.12 3.2 Procedure : Perform load testing on cast -in-

place shafts no sooner than se ven days after completion, or once the shaft has achieved the design concrete compressive strength as determined by cylinder compression tests. Complete load test by applying one or more loading cycles to mobilize shaft ultimate resistance or until a load equal to or in excess of the required nominal resistance is reached.

803.05.12 4 Bi-Directional Load Cell Test: Install load cells

803.05.12 3 High -Strain Dynamic and Force Pulse (Rapid)

803.05.12 3.1 Preparation : Notify the engineering

803.05.12 3.2 Procedure : Perform load testing on cast -in-

803.05.12 4 Bi-Directional Load Cell Test: Install load cells

803.05.12 3 High -Strain Dynamic and Force Pulse (Rapid)

803.05.12 3.1 Preparation : Notify the engineering

803.05.12 3.2 Procedure : Perform load testing on cast -in-

803.05.12 4 Bi-Directional Load Cell Test: Install load cells

803.05.12 3 High -Strain Dynamic and Force Pulse (Rapid)

803.05.12 3.1 Preparation : Notify the engineering

803.05.12 3.2 Procedure : Perform load testing on cast -in-

803.05.12 4 Bi-Directional Load Cell Test: Install load cells

803.05.12 3 High -Strain Dynamic and Force Pulse (Rapid)

803.05.12 3.1 Preparation : Notify the engineering

803.05.12 3.2 Procedure : Perform load testing on cast -in-

803.05.12 4 Bi-Directional Load Cell Test: Install load cells

and load test instrumentation in accordance with the bi -directional load cell supplier recommendations, instructions, and procedure manuals, as accepted by the engineer. The bi -directional load cells shall be capable of expanding to not less than 6 inches while maintaining the applied test load. Coordinate with the load cell supplier to determine and/or verify all required equipment, m aterials, quantities, procedures, and all other applicable items necessary to complete the load testing shown on the plans. Furnish an acceptable pressurized gas source, a hydraulic pump, hydraulic lines, calibrated hydraulic gauge, and all other equipment and material necessary for performing the load tests. Furnish fresh potable water from an accepted source to form the hydraulic fluid used to pressurize the bi-directional load cells. Furnish, install, and monitor vibrating wire strain gauges as shown on the plans. Place the strain gauges in pairs on opposite sides of the reinforcing cage at the elevations shown on the plans. Attach two Linear Variable Differential Transformer (LVDT) vibrating wire displacement gauges to each load cell to monitor the exp ansion and contraction of the load cell. In addition, mount two LVDT gauges on an independent reference beam and set on opposite sides of the top of the test shaft to monitor axial shaft displacement. Set two telltale rods on the top of each load cell to monitor the displacement of the top of the load cell. The telltale shall consist of a 0.375 -inch diameter stainless steel rod, greased for reducing friction and corrosion, and placed inside a constant 0.75 -inch inside diameter pipe. Individual sections o f telltales shall be joint coupled flush so that each rod is of uniform diameter throughout its length. Furnish a portable computer and electronic logging equipment to simultaneously monitor all instrumentation at time intervals designated by the engineer. Assemble the load cells, piping, and other attachments and make ready for installation in accordance with the requirements of the bi - directional load cell supplier and the following: Weld steel top and bottom bearing plates to the load cells. Provide ho les through the bearing plates, as appropriate, to facilitate placement of tremie concrete; Coat the upper surface of the bottom steel bearing plate with grease prior to installation into the shaft, to prevent concrete bonding with the bottom plate; Attach the load cells and plate assembly to the reinforcement cage. Securely fasten all hydraulic hoses, telltale casing, slip joints, etc. to the reinforcing cage. Prior to installation into the drilled shaft excavation, protect the top of piping to keep dirt , concrete or other deleterious materials from entering the piping; and, Limit deflection of the cage to a maximum of 2 feet between pick points while lifting the cage from the horizontal position to vertical. Provide additional support, bracing, strong b acks, etc. to maintain deflection within the specified limit. For each load test, place the load in increments of 5 percent of the estimated maximum test load shown on the plans, or until the nominal resistance load, as indicated by the instruments, is app roached, or to the maximum capacity of the load cell, whichever occurs first. Unless the maximum capacity of the load cell has been reached, apply increments of 2.5 percent of the estimated maximum test load until the limiting load is attained, or the dri lled shaft top displacement reaches 2 inches, or to the maximum extension of the load cell; When the load cell will be used for a subsequent loading stage, the engineer may interrupt the loading sequence at a load cell opening of approximately 3 inches, or less. Maintain each load increment for a minimum period of five minutes, with complete sets of readings obtained and recorded from all gauges and instruments at one, two, and five minutes after application of the load increment. Apply each increment of load within the minimum length of time practical and take instrument system readings immediately. It is intended that the addition of a load increment and the completion of the instrument system readings shall be completed within 5 to 15 minutes. The eng ineer may elect to hold the maximum applied load for up to one hour. The load shall be removed in decrements of about 10 percent of the maximum test load. Remove each decrement of load within the minimum length of time practical and take instrument syste m readings immediately. It is intended that the removal of a load decrement and the completion of the instrument system readings shall be completed within 5 to 15 minutes. The engineer may also require a reloading cycle of ten loading increments and five unloading decrements. Record final recovery of the drilled shaft for a period up to one hour after the last unload interval. After completion of the load test to the satisfaction of the engineer, and when authorized in writing by the engineer, flush all hydraulic fluid from the bi-directional load cells and hydraulic lines, and replace with a non -shrink neat grout in accordance with the accepted Drilled Shaft Installation Plan and 803.02.7 . Grout all voids remaining outside the load cells after completion of the load test, in accordance with 803.02.7 .

803.05.12 5 Reporting Results : Submit load test results to the

Engineer for preliminary review and comment within four working days after the load test. The final load test results shall be sealed, signed , and dated by a Professional Engineer licensed in Louisiana prior to inclusion in the Load Test Report . Submit to the engineer the final Load Test Report within 21 calendar days after completion of load test, in accordance with 803.03.5 .

803.05.12 5.1 Static Load Test: Load test resul ts shall

For each load test, place the load in increments of 5 percent of the estimated maximum test load shown on the plans, or until the nominal resistance load, as indicated by the instruments, is app roached, or to the maximum capacity of the load cell, whichever occurs first. Unless the maximum capacity of the load cell has been reached, apply increments of 2.5 percent of the estimated maximum test load until the limiting load is attained, or the dri lled shaft top displacement reaches 2 inches, or to the maximum extension of the load cell; When the load cell will be used for a subsequent loading stage, the engineer may interrupt the loading sequence at a load cell opening of approximately 3 inches, or less. Maintain each load increment for a minimum period of five minutes, with complete sets of readings obtained and recorded from all gauges and instruments at one, two, and five minutes after application of the load increment. Apply each increment of load within the minimum length of time practical and take instrument system readings immediately. It is intended that the addition of a load increment and the completion of the instrument system readings shall be completed within 5 to 15 minutes. The eng ineer may elect to hold the maximum applied load for up to one hour. The load shall be removed in decrements of about 10 percent of the maximum test load. Remove each decrement of load within the minimum length of time practical and take instrument syste m readings immediately. It is intended that the removal of a load decrement and the completion of the instrument system readings shall be completed within 5 to 15 minutes. The engineer may also require a reloading cycle of ten loading increments and five unloading decrements. Record final recovery of the drilled shaft for a period up to one hour after the last unload interval. After completion of the load test to the satisfaction of the engineer, and when authorized in writing by the engineer, flush all hydraulic fluid from the bi-directional load cells and hydraulic lines, and replace with a non -shrink neat grout in accordance with the accepted Drilled Shaft Installation Plan and 803.02.7 . Grout all voids remaining outside the load cells after completion of the load test, in accordance with 803.02.7 .

803.05.12 5 Reporting Results : Submit load test results to the

803.05.12 5.1 Static Load Test: Load test resul ts shall

803.05.12 5 Reporting Results : Submit load test results to the

803.05.12 5.1 Static Load Test: Load test resul ts shall

contain at least the following: • Project name and number; • Test shaft identification number and location; • Date of testing; • Description of installation and/or construction methods; • Description of the test shaft details, dimensions, elevations, areas, weights, etc; • Instrumentation, test procedures, and data collection; • Discussion of test results and recommendations; • Results and output of any analyses inherent to the test method; • Top o f shaft load vs. deflection curve for each test; • Nominal resistance of shaft; • Electronic data files, if applicable; and, • All additional pertinent information.

803.05.12 5.2 High -Strain Dynamic and Force Pulse

(Rapid) Load Tests : Load test results shall contain at lea st the following: • Project name and number; • Test shaft identification number and location; • Date of testing; • Description of installation and/or construction methods; • Description of the test shaft details, dimensions, elevations, areas, weights, etc; • Instrume ntation, test procedures, and data collection; • Discussion of test results and recommendations; • Results and output of any analyses inherent to the test method; • Top of shaft load vs. deflection curve for each test; • Nominal resistance of shaft; • Electronic data files (PDA.W01 format; others if applicable); and, • All additional pertinent information.

803.05.12 5.3 Bi-Directional Load Cell Test: Load test

results shall contain at least the following: • Project name and number; • Test shaft identification number and location; • Date of testing; • Description of installation and/or construction methods; • Description of the test shaft details, dimensions, elevations, areas, weights, etc; • Instrumentation, test procedures, and data collection; • Discussion of test results and recommendati ons; contain at least the following: • Project name and number; • Test shaft identification number and location; • Date of testing; • Description of installation and/or construction methods; • Description of the test shaft details, dimensions, elevations, areas, weights, etc; • Instrumentation, test procedures, and data collection; • Discussion of test results and recommendations; • Results and output of any analyses inherent to the test method; • Top o f shaft load vs. deflection curve for each test; • Nominal resistance of shaft; • Electronic data files, if applicable; and, • All additional pertinent information.

803.05.12 5.2 High -Strain Dynamic and Force Pulse

803.05.12 5.3 Bi-Directional Load Cell Test: Load test

803.05.12 5.2 High -Strain Dynamic and Force Pulse

803.05.12 5.3 Bi-Directional Load Cell Test: Load test

results shall contain at least the following: • Project name and number; • Test shaft identification number and location; • Date of testing; • Description of installation and/or construction methods; • Description of the test shaft details, dimensions, elevations, areas, weights, etc; • Instrumentation, test procedures, and data collection; • Discussion of test results and recommendati ons; • Tables presenting all instrumentation data; • Plots of load versus displacement (up and down) for each load cell level and for each stage of the test; • Plots of load along the length of the drilled shaft determined from the strain gauge data for at least 20 applied load increments; • Summary of unit side resistance along the length of the drilled shaft and end bearing resistance; • Plots of creep displacement for each load increment; • Plot of equivalent top -of-shaft displacement for the test shaft, developed f rom the load test data; and, • All additional pertinent information.

803.05.13 Loading Permanent Shaft: When loading a permanent

shaft, conduct the loading in accordance with the procedure given in

803.05.12 , except the test load shall be as directed by the engineer.

803.05.14 Technique Shaft: Demonstrate the adequacy of

methods, tech niques, and equipment by successfully constructing a technique shaft in accordance with the requirements. Position the technique shaft at location shown on the plans, but no less than a clear distance of three drilled shaft diameters from the closest prod uction shaft. Construct the technique shaft to the maximum diameter and maximum depth of any production drilled shaft shown on the plans. Reinforce the technique shaft with the same reinforcement as the corresponding size production shaft. Complete the technique shaft and obtain acceptance by the engineer prior to initiating installation of the load test shafts and production drilled shafts. Failure to demonstrate to the engineer the adequacy of methods and equipment shall be reason for the engineer to require alterations in equipment and/or method to eliminate unsatisfactory results. Any additional technique shaft requiring demonstration of the adequacy of altered methods or construction equipment will be at no additional cost to the Department. Once acceptance has been given by the engineer to construct production drilled shafts, no changes will be permitted in the methods or equipment used to construct the satisfactory technique shaft without the written acceptance of the engineer, which may require additional technique shafts or load tests. • Tables presenting all instrumentation data; • Plots of load versus displacement (up and down) for each load cell level and for each stage of the test; • Plots of load along the length of the drilled shaft determined from the strain gauge data for at least 20 applied load increments; • Summary of unit side resistance along the length of the drilled shaft and end bearing resistance; • Plots of creep displacement for each load increment; • Plot of equivalent top -of-shaft displacement for the test shaft, developed f rom the load test data; and, • All additional pertinent information.

803.05.13 Loading Permanent Shaft: When loading a permanent

shaft, conduct the loading in accordance with the procedure given in

803.05.12 , except the test load shall be as directed by the engineer.

803.05.14 Technique Shaft: Demonstrate the adequacy of

803.05.13 Loading Permanent Shaft: When loading a permanent

shaft, conduct the loading in accordance with the procedure given in

803.05.12 , except the test load shall be as directed by the engineer.

803.05.14 Technique Shaft: Demonstrate the adequacy of

methods, tech niques, and equipment by successfully constructing a technique shaft in accordance with the requirements. Position the technique shaft at location shown on the plans, but no less than a clear distance of three drilled shaft diameters from the closest prod uction shaft. Construct the technique shaft to the maximum diameter and maximum depth of any production drilled shaft shown on the plans. Reinforce the technique shaft with the same reinforcement as the corresponding size production shaft. Complete the technique shaft and obtain acceptance by the engineer prior to initiating installation of the load test shafts and production drilled shafts. Failure to demonstrate to the engineer the adequacy of methods and equipment shall be reason for the engineer to require alterations in equipment and/or method to eliminate unsatisfactory results. Any additional technique shaft requiring demonstration of the adequacy of altered methods or construction equipment will be at no additional cost to the Department. Once acceptance has been given by the engineer to construct production drilled shafts, no changes will be permitted in the methods or equipment used to construct the satisfactory technique shaft without the written acceptance of the engineer, which may require additional technique shafts or load tests. The technique shaft will be used by the engineer to determine if the contractor can: control dimensions and alignment of excavations within tolerance; install casing and remove temporary casing; seal the casing in to impervious materials; control the size of the excavation under caving conditions by the use of a mineral, polymer slurry, or by other means; properly clean the completed drilled shaft excavation; construct drilled shafts in open water areas; handle and install reinforcing cages; satisfactorily place concrete meeting the specifications within the prescribed time limit; and satisfactorily execute any other necessary construction operation. Cut off technique shaft as directed by the engineer, but no less th an 2 foot below finished grade and leave in place after receiving written authorization from the engineer. For navigable waterways comply with 107.09 . For other waterways, remove shaft to 2 foot below mudline or as directed.

803.05.15 Evaluation and Shaft Acceptance: Drilled shaft

construction may continue prior to acceptance of the previous shaft if, in the opinion of the engineer, the contractor is constructing the shaf ts in accordance with the Drilled Shaft Installation Plan and the construction methods are satisfactory. The engineer will evaluate the Integrity Test Reports and determine whether the drilled shaft construction method produces acceptable shafts. Allow five working days for the evaluation to be conducted after receipt of an acceptable Integrity Test report. Integrity testing should indicate the presence of irregularities such as poor quality concrete, voids, honeycomb s, and soil intrusions. Report all defects indicated by the testing to the engineer and conduct further tests as required to evaluate the extent of such defects. Conduct additional CSL measurements between all tube pair combinations in any drilled shafts that have velocity reductions greater than 20 percent . Provide CSL data and 3 -D tomography analysis of all CSL data in the event velocity reductions greater than 20 percent are detected. Additional nondestructive testing to determine extent of defects or to determine if tube debondin g has occurred shall be at no cost to the Department. If the engineer determines that the drilled shaft is acceptable based on favorable testing results, the shaft is acceptable. After completing integrity testing and the engineer has issue s, written acceptance of the shaft, dewater and grout the access tubes. Foundation construction involving the shaft may continue.

803.05.16 Defective Shaft and Remediation: If the engineer

determines that the shaft lacks integrity due to unacceptable anomalies in the concrete or failure to carry load, the shaft will be rejected. Suspend The technique shaft will be used by the engineer to determine if the contractor can: control dimensions and alignment of excavations within tolerance; install casing and remove temporary casing; seal the casing in to impervious materials; control the size of the excavation under caving conditions by the use of a mineral, polymer slurry, or by other means; properly clean the completed drilled shaft excavation; construct drilled shafts in open water areas; handle and install reinforcing cages; satisfactorily place concrete meeting the specifications within the prescribed time limit; and satisfactorily execute any other necessary construction operation. Cut off technique shaft as directed by the engineer, but no less th an 2 foot below finished grade and leave in place after receiving written authorization from the engineer. For navigable waterways comply with 107.09 . For other waterways, remove shaft to 2 foot below mudline or as directed.

803.05.15 Evaluation and Shaft Acceptance: Drilled shaft

803.05.16 Defective Shaft and Remediation: If the engineer

803.05.15 Evaluation and Shaft Acceptance: Drilled shaft

803.05.16 Defective Shaft and Remediation: If the engineer

determines that the shaft lacks integrity due to unacceptable anomalies in the concrete or failure to carry load, the shaft will be rejected. Suspend production shaft construction until identifying and resolving the problem. Modify the Dr illed Shaft Installation Plan as required to document changes. Rejected shafts will require further investigation, evaluation, remediation, or replacement. Submit the proposed plan of action to the Department for review and acceptance. Re -evaluation of t he shaft may consist of, but is not limited to, additional nondestructive testing and/or coring. Corrective actions may consist of, but are not limited to: coring, removing anomalies, and replacing concrete; removing the shaft concrete and extending the s haft deeper; providing straddle shafts or a replacement shaft; and post grouting. When coring is used, the method and equipment shall provide for complete core recovery and shall minimize abrasion and erosion of the core. All costs and delays associated w ith re -evaluation and corrective action are the responsibility of the contractor. Submit a plan for further investigation or remedial action for rejected shafts to the engineer for review and acceptance. Support all modifications to dimensions of shafts required by the investigation and remedial action plan by calculations and working drawings. All investigation and remedial action procedures, equipment, and designs shall be prepared by a registered Professional Engineer licensed in Louisiana, and submit ted to the engineer for acceptance. Do not begin repair operations until receiving the engineer’s written acceptance of the investigation and remedial action plan. Dewater and fill with grout all access tubes and cored holes after completing tests and acc epting the drilled shaft. Fill access tubes and cored holes using grout tubes that extend to the bottom of the tube or hole or into the grout already placed.

803.06 Measurement.

803.06.1 Drilled Shaft: Measure the drilled shaft from the accepted

tip elevation by the l inear foot.

803.06.2 Technique Shaft: Measure the technique shaft by the

linear foot installed and accepted.

803.06.3 Permanent Casing: Measure the permanent casing by the

linear foot installed of each diameter.

803.06.4 Test Shaft: Measure the test shaft by the linear foot

installed and accepted.

803.06.5 Static Load Test: Measure the static load test per each

803.06.5 Static Load Test: Measure the static load test per each

test performed and accepted.

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

803.06.6 High -Strain Dynamic Test: Measure the High -Strain

Dynamic test per each test performed and accepted.

803.06.7 Force Pulse (Rapid) Test: Measure the Force Pulse

(Rapid) test per each test performed and accepted.

803.06.8 Bi-Directional Load Cell Test: Measure the Bi -

Directional Load Cell test per each test performed and accepted.

803.06.9 Crosshole Sonic Log Test: Measure the Crosshole

Sonic Log test per each d rilled shaft tested and accepted.

803.06.10 Non-Destructive Test: Measure the Non-Destructive

test per each drilled shaft tested and accepted.

803.07 Payment.

803.07.1 Drilled Shaft: Payment for drilled shafts will be made at

the contract unit price per linear foot and shall include, but not be limited to, the following when necessary: • All materials and equipment required for excavating, pumping, furnishing and placing casings; • Furnishing and placing concrete and reinforcement; • Removing casings; • Casings left in place; • Slurry, slurry testing, equipment for performing testing, and disposing of slurry; and, • Disposing of excess excavated material. • No payment will be made for concrete required to fill oversize casings or excavation. Acceptance and payment for drilled shaft concrete will be on a lot basis at the contract unit price per linear foot, adjusted in accordance with the following provisions. A lot will be considered as a continuous identifiable placement that is completed in one day. Multiple shafts placed on the same day but in a non -continuous placement operation will require separate lots for each identifiable placement. Six cylinders per lot will be tested for compressive strength; in the event of sudden cessation of operation, a minimum of three cylinders will constit ute a lot. Acceptance and payment for each lot will be made in accordance with Section 901 . Authorized overruns shall be paid as follows: Payment for shaft length s in excess of plan length, up to and including 16 feet, will be made at the contract unit price per linear foot. When reinforcing splices are required due to increases in shaft length up to and including 16 feet, the additional deformed reinforcing steel required for splices will be paid for at the contract unit price. No other compensation will be made for increases in shaft lengths up to 16 feet; and, Payment for that portion of shaft length increased greater than 16 feet will be made in accordance wit h 109.04 . No compensation will be made for abandoned casings, concrete, etc. that remain in place. When the drilled shaft is found defective, core sampling, additional CSL testing, and non-destructive testing will be at no additional cost to the Department. If the shaft is accepted, only core sampling and grouting will be paid for by the Department and the payment will be made in accordance with 109.04 .

803.07.2 Technique Shaft : Payment will be made at the contract

unit price per linear foot for shafts installed and accepted, including any removal. Payment for shafts required by the engineer but not specified by the plans, except when required for acceptance of polymer slurries, will be made in accordance with 109.04 .

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

per linear foot for shafts installed and accepted including any removal. Payment for shafts required by the engineer but not specified by the plans, except when required for acceptance of polymer slurries, will be made in accordance with 109.04 .

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

Dynamic test will be made at the contract unit price per each load test performed and accepted. Payment includes all costs related to performing the load test, testing services, and reports by engineering consultant.

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

(Rapid) test will be made at the contract unit price per each load test Payment for shaft length s in excess of plan length, up to and including 16 feet, will be made at the contract unit price per linear foot. When reinforcing splices are required due to increases in shaft length up to and including 16 feet, the additional deformed reinforcing steel required for splices will be paid for at the contract unit price. No other compensation will be made for increases in shaft lengths up to 16 feet; and, Payment for that portion of shaft length increased greater than 16 feet will be made in accordance wit h 109.04 . No compensation will be made for abandoned casings, concrete, etc. that remain in place. When the drilled shaft is found defective, core sampling, additional CSL testing, and non-destructive testing will be at no additional cost to the Department. If the shaft is accepted, only core sampling and grouting will be paid for by the Department and the payment will be made in accordance with 109.04 .

803.07.2 Technique Shaft : Payment will be made at the contract

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

803.07.2 Technique Shaft : Payment will be made at the contract

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

803.07.2 Technique Shaft : Payment will be made at the contract

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

803.07.2 Technique Shaft : Payment will be made at the contract

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

803.07.2 Technique Shaft : Payment will be made at the contract

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

803.07.2 Technique Shaft : Payment will be made at the contract

803.07.3 Permanent Casing : Payment for permanent casing will

be made at the contract unit price per linear foot.

803.07.4 Test Shaft : Payment will be made at the contract unit price

803.07.5 Static Load Test: Payment for static load tests will be

made at the contract unit price per each test performed and accepted and shall include all labor, materials, equipment, and inciden tals necessary to perform the required testing.

803.07.6 High -Strain Dynamic Test: Payment for the High -Strain

803.07.7 Force Pulse (Rapid) Test: Payment for the Force Pulse

(Rapid) test will be made at the contract unit price per each load test performed and accepted. Payment includes all costs related to performing the load test, testing services, and reports by engineering consultant.

803.07.8 Bi-Directional Load Cell Test: Payment for Bi -

Directional Load Cell test will be made at the contract unit price per each load test performed and accepted. Payment in cludes all costs related to the following: • Load cells, load testing instrumentation, and installation; • Performing the load test and testing services; • Any delays due to the non-destructive testing schedule; and, • Reports furnished by the engineering consultant.

803.07.9 Crosshole Sonic Log Test: Payment for Crosshole

Sonic Log test will be made at the contract unit price per each drilled shaft tested and shall include the following: • Furnishing and installing access tubes for CSL testing and non- destructive testing; • Dewatering and grouting access tubes; • Any delays due to CSL testing and non-destructive testing schedule; • All labor, materials, equipment, and incidentals necessary to perform the required testing; and, • Furnishing the Integrity Test report.

803.07.10 Non-Destructive Test: Payment for the Non -

Destructive test will be made at the contract unit price per each drilled shaft tested and shall include all labor, materials, equipment, and incidentals necessary to perform the required installation of instrumentation and testing. Payment will be made under: Item No. Pay Item Pay Unit 803-01 Drilled Shaft (Diameter) Linear Foot 803-02 Test Shaft (Diameter) Linear Foot 803-03 Technique Shaft (Diameter) Linear Foot 803-04 Static Load Test (Diameter) Each 803-05 High -Strain Dynamic Test (Diameter) Each 803-06 Force Pulse (Rapid) Test (Diameter) Each 803-07 Bi-Directional Load Cell Test (Diameter) Each 803-08 Crosshole Sonic Log Test (Diameter) Each 803-09 Non-Destructive Test (Diameter) Each 803-10 Permanent Casing (Diameter) Linear Foot performed and accepted. Payment includes all costs related to performing the load test, testing services, and reports by engineering consultant.

803.07.8 Bi-Directional Load Cell Test: Payment for Bi -

803.07.9 Crosshole Sonic Log Test: Payment for Crosshole

803.07.10 Non-Destructive Test: Payment for the Non -

803.07.8 Bi-Directional Load Cell Test: Payment for Bi -

803.07.9 Crosshole Sonic Log Test: Payment for Crosshole

803.07.10 Non-Destructive Test: Payment for the Non -

803.07.8 Bi-Directional Load Cell Test: Payment for Bi -

803.07.9 Crosshole Sonic Log Test: Payment for Crosshole

803.07.10 Non-Destructive Test: Payment for the Non -

804.01 DESCRIPTION. Furnish and install piles of the specified type,

dimensions, locations, elevations, and resistance with an undamaged cross section.

804.02 Materials.

Materials shall comply with the following sections and subsections. Precast Concrete Piles Section 805 Concrete Section 901 Granular Material 1003.09 Coal Tar Epoxy Polyamide Paint 1008.04 Reinforcing Steel 1009.01 Steel H -Piles 1013.09 Steel Pipe Piles 1013.11 Timber Piles Section 1014

804.03 SUBMITTALS. Conform to Section 801 . Provide submittals as

required by the contract.

804.03.1 Pile Install ation Plan: Submit a Pile Installation Plan

describing the proposed pile driving system for review. Do not transport the pile driving equipment to the project site until acceptance is achieved. Submit the Pile Installation Plan no later than 30 calend ar days prior to commencing pile operations. The engineer will evaluate the Pile Installation Plan for conformance with the plans and specifications. Within 21 calendar days after receipt of the Pile Installation Plan, the engineer will give notification of acceptance or if any additional information is required and/or changes that may be necessary to meet the plans and specification requirements. Resubmit any parts of the submittal that are rejected with changes as agreed upon for reevaluation. The eng ineer will give notification within seven calendar days after receipt of proposed changes, of their acceptance or rejection. No changes in the driving system or installation method shall be made after final acceptance without the concurrence of the engineer. Provide at least the following informatio n in the Pile Installation Plan:

Source: Louisiana Standard Specifications for Roads and Bridges, 2016 Edition. Pages 608–641 of 1,145.

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802 DESCRIPTION

804 Description