Piles
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: Piles
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: Piles
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: Piles
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:
1.Pile and Driving Equipment Data Form. The Department will supply this standard form. Complete the form with the proposed pile driving equipment for each unique pile driving system that will be used on the project. Separate forms shall be used for each different pile driving system according to pile type and size. When a hammer cushion or pile cushion is composed of differing materials with varying properties, provide a detailed description of the composite cushion. Describe the material type, layout, and thickness of each cushion component.
2.Procedures for documenting pile construction logs and names and contact information for assigned personnel.
3.A list of equipment to be used to install the piles. Perform and supply a drivability analysis to demonstrate the adequacy of the hammer as indicated in 804.03.1.2 using the wave equation method. Calculations shall be sealed, signed, and dated by a Louisiana registered professional engineer.
4.Proposed pile driving methods that may be required to facilitate pile driving installation such as preboring or jetting.
5.Detailed drawings of any proposed followers.
6.Detailed drawings of templates.
7.Identify use and location of pile splices, shoring, sheet piling, cofferdams, etc.
8.Pile driving sequence for each unique pile layout configuration.
9.Details of proposed load test system, equipment, and procedures in accordance with 804.10 . Calculations shall be sealed, signed, and dated by a Louisiana registered professional engineer.
10.Proposed schedule for test pile and/or indicator pile program and production pile driving.
11.Details of the access system for attaching instrumentation for dynamic monitoring.
12.Other information shown on the plans or required by the engineer.
804.03.1 1 Vacant
804.03.1 2 Pile Driving System Drivability Analysis:
Provide a drivability analysis using the wave equation program (WEAP) to the engineer for each pile type and size required on the plans. Consid er all critical conditions (i.e., scour, excavation, etc.) to determine the estimated driving resistance (blows per foot), and maximum tensile and compressive stresses during driving and end -of-drive conditions. Analyze splices, casing used, prebored hole s, jetting, and other driving methods, if proposed. Verify driving conditions at various locations if the soil
1.Pile and Driving Equipment Data Form. The Department will supply this standard form. Complete the form with the proposed pile driving equipment for each unique pile driving system that will be used on the project. Separate forms shall be used for each different pile driving system according to pile type and size. When a hammer cushion or pile cushion is composed of differing materials with varying properties, provide a detailed description of the composite cushion. Describe the material type, layout, and thickness of each cushion component.
2.Procedures for documenting pile construction logs and names and contact information for assigned personnel.
3.A list of equipment to be used to install the piles. Perform and supply a drivability analysis to demonstrate the adequacy of the hammer as indicated in 804.03.1.2 using the wave equation method. Calculations shall be sealed, signed, and dated by a Louisiana registered professional engineer.
4.Proposed pile driving methods that may be required to facilitate pile driving installation such as preboring or jetting.
5.Detailed drawings of any proposed followers.
6.Detailed drawings of templates.
7.Identify use and location of pile splices, shoring, sheet piling, cofferdams, etc.
8.Pile driving sequence for each unique pile layout configuration.
9.Details of proposed load test system, equipment, and procedures in accordance with 804.10 . Calculations shall be sealed, signed, and dated by a Louisiana registered professional engineer.
10.Proposed schedule for test pile and/or indicator pile program and production pile driving.
11.Details of the access system for attaching instrumentation for dynamic monitoring.
12.Other information shown on the plans or required by the engineer.
804.03.1 1 Vacant
804.03.1 2 Pile Driving System Drivability Analysis:
Provide a drivability analysis using the wave equation program (WEAP) to the engineer for each pile type and size required on the plans. Consid er all critical conditions (i.e., scour, excavation, etc.) to determine the estimated driving resistance (blows per foot), and maximum tensile and compressive stresses during driving and end -of-drive conditions. Analyze splices, casing used, prebored hole s, jetting, and other driving methods, if proposed. Verify driving conditions at various locations if the soil
1.Pile and Driving Equipment Data Form. The Department will supply this standard form. Complete the form with the proposed pile driving equipment for each unique pile driving system that will be used on the project. Separate forms shall be used for each different pile driving system according to pile type and size. When a hammer cushion or pile cushion is composed of differing materials with varying properties, provide a detailed description of the composite cushion. Describe the material type, layout, and thickness of each cushion component.
2.Procedures for documenting pile construction logs and names and contact information for assigned personnel.
3.A list of equipment to be used to install the piles. Perform and supply a drivability analysis to demonstrate the adequacy of the hammer as indicated in 804.03.1.2 using the wave equation method. Calculations shall be sealed, signed, and dated by a Louisiana registered professional engineer.
4.Proposed pile driving methods that may be required to facilitate pile driving installation such as preboring or jetting.
5.Detailed drawings of any proposed followers.
6.Detailed drawings of templates.
7.Identify use and location of pile splices, shoring, sheet piling, cofferdams, etc.
8.Pile driving sequence for each unique pile layout configuration.
9.Details of proposed load test system, equipment, and procedures in accordance with 804.10 . Calculations shall be sealed, signed, and dated by a Louisiana registered professional engineer.
10.Proposed schedule for test pile and/or indicator pile program and production pile driving.
11.Details of the access system for attaching instrumentation for dynamic monitoring.
12.Other information shown on the plans or required by the engineer.
804.03.1 1 Vacant
804.03.1 2 Pile Driving System Drivability Analysis:
Provide a drivability analysis using the wave equation program (WEAP) to the engineer for each pile type and size required on the plans. Consid er all critical conditions (i.e., scour, excavation, etc.) to determine the estimated driving resistance (blows per foot), and maximum tensile and compressive stresses during driving and end -of-drive conditions. Analyze splices, casing used, prebored hole s, jetting, and other driving methods, if proposed. Verify driving conditions at various locations if the soil conditions change within the project area. Acceptance of the pile driving system will be based on the wave equation analysis computer program a nd as required elsewhere in this subsection. Provide sealed, signed, and dated calculations by a Louisiana registered professional engineer. Acceptance of the pile driving system does not relinquish responsibility for driving the piles to the required pi le tip elevation without exceeding the allowable pile stress limitation or causing damage. The acceptance criteria used to evaluate the pile driving system from the wave equation will be the pile driving resistance and pile driving stresses. The target nu mber of hammer blows at the required end of driving pile resistance for bearing piles shall be a maximum of 120 blows per foot. The pile driving resistance at any depth above the required pile tip elevation shall be less than 240 blows per foot. Do not e xceed the maximum allowable pile driving stresses in 804.07.6 . The drivability analysis is based on the maximum driving resistance needed to obtain minimum penetration requirements specified on the plans, and overcome resistance of soil that cannot be c ounted upon to provide axial or lateral resistance throughout the design life of the structure; e.g., material subject to scour or down drag, and obtain the required bearing resistance. When the wave equation analysis shows the proposed equipment or method s will result in either the inability to drive the pile with a reasonable driving resistance to the desired pile capacity or will exceed the maximum allowable pile driving stresses, modify or replace the proposed methods or equipment at no expense to the D epartment until subsequent wave equation analyses indicate that the proposed pile driving system and driving methods meet the required criteria for acceptability stated herein. As mentioned above, ultimate acceptance of the pile driving system is continge nt upon trial and continued satisfactory performance in the field. The engineer may require further modification of the driving system if field observations indicate that the driving system is inadequate for any of the proposed driving operations for the project. Make any required changes, including supplying additional hammers, which may result from unsatisfactory field performance.
804.03.1 3 Construction Site Survey Plan: When an item is
included in the Contract for construction site survey, submit a Constructi on Site Survey Plan to the Project Engineer for review at least 30 calendar conditions change within the project area. Acceptance of the pile driving system will be based on the wave equation analysis computer program a nd as required elsewhere in this subsection. Provide sealed, signed, and dated calculations by a Louisiana registered professional engineer. Acceptance of the pile driving system does not relinquish responsibility for driving the piles to the required pi le tip elevation without exceeding the allowable pile stress limitation or causing damage. The acceptance criteria used to evaluate the pile driving system from the wave equation will be the pile driving resistance and pile driving stresses. The target nu mber of hammer blows at the required end of driving pile resistance for bearing piles shall be a maximum of 120 blows per foot. The pile driving resistance at any depth above the required pile tip elevation shall be less than 240 blows per foot. Do not e xceed the maximum allowable pile driving stresses in 804.07.6 . The drivability analysis is based on the maximum driving resistance needed to obtain minimum penetration requirements specified on the plans, and overcome resistance of soil that cannot be c ounted upon to provide axial or lateral resistance throughout the design life of the structure; e.g., material subject to scour or down drag, and obtain the required bearing resistance. When the wave equation analysis shows the proposed equipment or method s will result in either the inability to drive the pile with a reasonable driving resistance to the desired pile capacity or will exceed the maximum allowable pile driving stresses, modify or replace the proposed methods or equipment at no expense to the D epartment until subsequent wave equation analyses indicate that the proposed pile driving system and driving methods meet the required criteria for acceptability stated herein. As mentioned above, ultimate acceptance of the pile driving system is continge nt upon trial and continued satisfactory performance in the field. The engineer may require further modification of the driving system if field observations indicate that the driving system is inadequate for any of the proposed driving operations for the project. Make any required changes, including supplying additional hammers, which may result from unsatisfactory field performance.
804.03.1 3 Construction Site Survey Plan: When an item is
included in the Contract for construction site survey, submit a Constructi on Site Survey Plan to the Project Engineer for review at least 30 calendar days prior to mobilization to the project site. Describe how the construction site survey will be performed, equipment to be used, schedule and how data and information will be reported. Comply with the plans for the survey limits and features to be surveyed. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be surveyed including owner names and addresses. Provide the names and addresses of the Professional Engineer and the Professional Land Surveyor performing the work. Provide language to be used in the access request letters. Do not mobilize to the site until acceptance of the Construction Site Survey Plan.
804.03.1 4 Vibration Moni toring Plan: When an item is
included in the Contract for vibration monitoring, submit a Vibration Monitoring Plan to the Project Engineer for review at least 30 calendar days prior to commencing pile driving activities or construction activities that m ay produce vibrations. Describe how vibration monitoring will be performed, any equipment to be used, the schedule, and how the data and information will be reported. Comply with the plans for the limits and features to be monitored. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be monitored. Do not begin pile driving operations until acceptance of the Vibration Monitoring Plan. Upon completion of pile driving operations, submit to the Project Engineer for record a comprehensive report for each feature monitored during the pile driving operations.
804.03.2 Pre-construction Site Survey: Submit to the Project
Engineer for review the Pre -construction Site Survey. Do not begin pile driving activities or c onstruction activities that may produce vibrations until acceptance of the survey.
804.03.3 Pile Construction Log: Prepare a pile construction log
document on each pile driven. Use the standard form supplied by the Department. Fully document the work performed relevant to pile driving activities. Each log shall be signed by the contractor’s assigned supervisor of the work as identified in the Pile Installation Plan, and the Department’s inspector. Submit the log to the Project Engineer within 24 hours of comp letion of the corresponding activity. Include at least the following information on the log: • Pile identification number. days prior to mobilization to the project site. Describe how the construction site survey will be performed, equipment to be used, schedule and how data and information will be reported. Comply with the plans for the survey limits and features to be surveyed. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be surveyed including owner names and addresses. Provide the names and addresses of the Professional Engineer and the Professional Land Surveyor performing the work. Provide language to be used in the access request letters. Do not mobilize to the site until acceptance of the Construction Site Survey Plan.
804.03.1 4 Vibration Moni toring Plan: When an item is
included in the Contract for vibration monitoring, submit a Vibration Monitoring Plan to the Project Engineer for review at least 30 calendar days prior to commencing pile driving activities or construction activities that m ay produce vibrations. Describe how vibration monitoring will be performed, any equipment to be used, the schedule, and how the data and information will be reported. Comply with the plans for the limits and features to be monitored. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be monitored. Do not begin pile driving operations until acceptance of the Vibration Monitoring Plan. Upon completion of pile driving operations, submit to the Project Engineer for record a comprehensive report for each feature monitored during the pile driving operations.
804.03.2 Pre-construction Site Survey: Submit to the Project
Engineer for review the Pre -construction Site Survey. Do not begin pile driving activities or c onstruction activities that may produce vibrations until acceptance of the survey.
804.03.3 Pile Construction Log: Prepare a pile construction log
document on each pile driven. Use the standard form supplied by the Department. Fully document the work performed relevant to pile driving activities. Each log shall be signed by the contractor’s assigned supervisor of the work as identified in the Pile Installation Plan, and the Department’s inspector. Submit the log to the Project Engineer within 24 hours of comp letion of the corresponding activity. Include at least the following information on the log: • Pile identification number. days prior to mobilization to the project site. Describe how the construction site survey will be performed, equipment to be used, schedule and how data and information will be reported. Comply with the plans for the survey limits and features to be surveyed. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be surveyed including owner names and addresses. Provide the names and addresses of the Professional Engineer and the Professional Land Surveyor performing the work. Provide language to be used in the access request letters. Do not mobilize to the site until acceptance of the Construction Site Survey Plan.
804.03.1 4 Vibration Moni toring Plan: When an item is
included in the Contract for vibration monitoring, submit a Vibration Monitoring Plan to the Project Engineer for review at least 30 calendar days prior to commencing pile driving activities or construction activities that m ay produce vibrations. Describe how vibration monitoring will be performed, any equipment to be used, the schedule, and how the data and information will be reported. Comply with the plans for the limits and features to be monitored. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be monitored. Do not begin pile driving operations until acceptance of the Vibration Monitoring Plan. Upon completion of pile driving operations, submit to the Project Engineer for record a comprehensive report for each feature monitored during the pile driving operations.
804.03.2 Pre-construction Site Survey: Submit to the Project
Engineer for review the Pre -construction Site Survey. Do not begin pile driving activities or c onstruction activities that may produce vibrations until acceptance of the survey.
804.03.3 Pile Construction Log: Prepare a pile construction log
document on each pile driven. Use the standard form supplied by the Department. Fully document the work performed relevant to pile driving activities. Each log shall be signed by the contractor’s assigned supervisor of the work as identified in the Pile Installation Plan, and the Department’s inspector. Submit the log to the Project Engineer within 24 hours of comp letion of the corresponding activity. Include at least the following information on the log: • Pile identification number. days prior to mobilization to the project site. Describe how the construction site survey will be performed, equipment to be used, schedule and how data and information will be reported. Comply with the plans for the survey limits and features to be surveyed. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be surveyed including owner names and addresses. Provide the names and addresses of the Professional Engineer and the Professional Land Surveyor performing the work. Provide language to be used in the access request letters. Do not mobilize to the site until acceptance of the Construction Site Survey Plan.
804.03.1 4 Vibration Moni toring Plan: When an item is
included in the Contract for vibration monitoring, submit a Vibration Monitoring Plan to the Project Engineer for review at least 30 calendar days prior to commencing pile driving activities or construction activities that m ay produce vibrations. Describe how vibration monitoring will be performed, any equipment to be used, the schedule, and how the data and information will be reported. Comply with the plans for the limits and features to be monitored. Plan limits may be extended and features added by the Project Engineer. Show survey limits and features to be monitored. Do not begin pile driving operations until acceptance of the Vibration Monitoring Plan. Upon completion of pile driving operations, submit to the Project Engineer for record a comprehensive report for each feature monitored during the pile driving operations.
804.03.2 Pre-construction Site Survey: Submit to the Project
Engineer for review the Pre -construction Site Survey. Do not begin pile driving activities or c onstruction activities that may produce vibrations until acceptance of the survey.
804.03.3 Pile Construction Log: Prepare a pile construction log
document on each pile driven. Use the standard form supplied by the Department. Fully document the work performed relevant to pile driving activities. Each log shall be signed by the contractor’s assigned supervisor of the work as identified in the Pile Installation Plan, and the Department’s inspector. Submit the log to the Project Engineer within 24 hours of comp letion of the corresponding activity. Include at least the following information on the log: • Pile identification number. • Pile type and dimensions. • Pertinent reference elevations including plan and as-built pile tip elevations • Pile driving template. • Depth and diameter of predrill or jetting. • Hammer type. • Pile cushion type, thickness and condition before and after driving. • Instrumentation performed on the pile. • Blow count and stroke height for every foot of drive. • Observations such as work stoppages, equipment problems, pile cracking, pile damage, etc. with associated depth of penetration. • Weather conditions during pile driving. • Recorded ground vibrations if being measured.
804.03.3 1 Vibration Monitoring Report: Submit to the
Project Engineer for review the Vibration Monitoring Report in accordance with 804.12.7 upon completion of pile driving activities or construction activities that may cause vibrations. Acceptance of the work will be contingent on acceptance of the Vibration Monitoring Report.
804.03.3 2 Post -construction Site Survey: Submit to the
project engineer for review the post -construction site survey upon completion of pile driving activities or construction activities which may create vibrations. Acceptance of the work will be contingent on acceptance of the post -construction s ite survey.
804.03.3 3 Cast -in-Place Concrete Piles : Cast-in-place
concrete piles shall be steel encased. Steel shells shall be of the specified diameter and type. Shells for cast -in-place concrete piles shall be of sufficient thickness and strength so that the shell will hold its original form and show no harmful distortion after it has been driven. Determine the shell wall thickness, if required. Fill the shell with Class A1 concrete and place in accordance with Section 805 . When reinforcing steel is required, comply with Section 806 .
804.04 PILE LENGTHS. Furnish piles in accordan ce with an itemized
order list, which will be provided by the engineer, showing the number, size, length, and location of all permanent piles. Do not fabricate permanent piles prior to receipt of this order list. The lengths given in the order list will be the lengths that are assumed to remain in the completed structure after cutoff. At no expense to the department, increase the pile lengths to provide for fresh heading and for such additional length as may • Pile type and dimensions. • Pertinent reference elevations including plan and as-built pile tip elevations • Pile driving template. • Depth and diameter of predrill or jetting. • Hammer type. • Pile cushion type, thickness and condition before and after driving. • Instrumentation performed on the pile. • Blow count and stroke height for every foot of drive. • Observations such as work stoppages, equipment problems, pile cracking, pile damage, etc. with associated depth of penetration. • Weather conditions during pile driving. • Recorded ground vibrations if being measured.
804.03.3 1 Vibration Monitoring Report: Submit to the
Project Engineer for review the Vibration Monitoring Report in accordance with 804.12.7 upon completion of pile driving activities or construction activities that may cause vibrations. Acceptance of the work will be contingent on acceptance of the Vibration Monitoring Report.
804.03.3 2 Post -construction Site Survey: Submit to the
project engineer for review the post -construction site survey upon completion of pile driving activities or construction activities which may create vibrations. Acceptance of the work will be contingent on acceptance of the post -construction s ite survey.
804.03.3 3 Cast -in-Place Concrete Piles : Cast-in-place
concrete piles shall be steel encased. Steel shells shall be of the specified diameter and type. Shells for cast -in-place concrete piles shall be of sufficient thickness and strength so that the shell will hold its original form and show no harmful distortion after it has been driven. Determine the shell wall thickness, if required. Fill the shell with Class A1 concrete and place in accordance with Section 805 . When reinforcing steel is required, comply with Section 806 .
804.04 PILE LENGTHS. Furnish piles in accordan ce with an itemized
order list, which will be provided by the engineer, showing the number, size, length, and location of all permanent piles. Do not fabricate permanent piles prior to receipt of this order list. The lengths given in the order list will be the lengths that are assumed to remain in the completed structure after cutoff. At no expense to the department, increase the pile lengths to provide for fresh heading and for such additional length as may • Pile type and dimensions. • Pertinent reference elevations including plan and as-built pile tip elevations • Pile driving template. • Depth and diameter of predrill or jetting. • Hammer type. • Pile cushion type, thickness and condition before and after driving. • Instrumentation performed on the pile. • Blow count and stroke height for every foot of drive. • Observations such as work stoppages, equipment problems, pile cracking, pile damage, etc. with associated depth of penetration. • Weather conditions during pile driving. • Recorded ground vibrations if being measured.
804.03.3 1 Vibration Monitoring Report: Submit to the
Project Engineer for review the Vibration Monitoring Report in accordance with 804.12.7 upon completion of pile driving activities or construction activities that may cause vibrations. Acceptance of the work will be contingent on acceptance of the Vibration Monitoring Report.
804.03.3 2 Post -construction Site Survey: Submit to the
project engineer for review the post -construction site survey upon completion of pile driving activities or construction activities which may create vibrations. Acceptance of the work will be contingent on acceptance of the post -construction s ite survey.
804.03.3 3 Cast -in-Place Concrete Piles : Cast-in-place
concrete piles shall be steel encased. Steel shells shall be of the specified diameter and type. Shells for cast -in-place concrete piles shall be of sufficient thickness and strength so that the shell will hold its original form and show no harmful distortion after it has been driven. Determine the shell wall thickness, if required. Fill the shell with Class A1 concrete and place in accordance with Section 805 . When reinforcing steel is required, comply with Section 806 .
804.04 PILE LENGTHS. Furnish piles in accordan ce with an itemized
order list, which will be provided by the engineer, showing the number, size, length, and location of all permanent piles. Do not fabricate permanent piles prior to receipt of this order list. The lengths given in the order list will be the lengths that are assumed to remain in the completed structure after cutoff. At no expense to the department, increase the pile lengths to provide for fresh heading and for such additional length as may • Pile type and dimensions. • Pertinent reference elevations including plan and as-built pile tip elevations • Pile driving template. • Depth and diameter of predrill or jetting. • Hammer type. • Pile cushion type, thickness and condition before and after driving. • Instrumentation performed on the pile. • Blow count and stroke height for every foot of drive. • Observations such as work stoppages, equipment problems, pile cracking, pile damage, etc. with associated depth of penetration. • Weather conditions during pile driving. • Recorded ground vibrations if being measured.
804.03.3 1 Vibration Monitoring Report: Submit to the
Project Engineer for review the Vibration Monitoring Report in accordance with 804.12.7 upon completion of pile driving activities or construction activities that may cause vibrations. Acceptance of the work will be contingent on acceptance of the Vibration Monitoring Report.
804.03.3 2 Post -construction Site Survey: Submit to the
project engineer for review the post -construction site survey upon completion of pile driving activities or construction activities which may create vibrations. Acceptance of the work will be contingent on acceptance of the post -construction s ite survey.
804.03.3 3 Cast -in-Place Concrete Piles : Cast-in-place
concrete piles shall be steel encased. Steel shells shall be of the specified diameter and type. Shells for cast -in-place concrete piles shall be of sufficient thickness and strength so that the shell will hold its original form and show no harmful distortion after it has been driven. Determine the shell wall thickness, if required. Fill the shell with Class A1 concrete and place in accordance with Section 805 . When reinforcing steel is required, comply with Section 806 .
804.04 PILE LENGTHS. Furnish piles in accordan ce with an itemized
order list, which will be provided by the engineer, showing the number, size, length, and location of all permanent piles. Do not fabricate permanent piles prior to receipt of this order list. The lengths given in the order list will be the lengths that are assumed to remain in the completed structure after cutoff. At no expense to the department, increase the pile lengths to provide for fresh heading and for such additional length as may • Pile type and dimensions. • Pertinent reference elevations including plan and as-built pile tip elevations • Pile driving template. • Depth and diameter of predrill or jetting. • Hammer type. • Pile cushion type, thickness and condition before and after driving. • Instrumentation performed on the pile. • Blow count and stroke height for every foot of drive. • Observations such as work stoppages, equipment problems, pile cracking, pile damage, etc. with associated depth of penetration. • Weather conditions during pile driving. • Recorded ground vibrations if being measured.
804.03.3 1 Vibration Monitoring Report: Submit to the
Project Engineer for review the Vibration Monitoring Report in accordance with 804.12.7 upon completion of pile driving activities or construction activities that may cause vibrations. Acceptance of the work will be contingent on acceptance of the Vibration Monitoring Report.
804.03.3 2 Post -construction Site Survey: Submit to the
project engineer for review the post -construction site survey upon completion of pile driving activities or construction activities which may create vibrations. Acceptance of the work will be contingent on acceptance of the post -construction s ite survey.
804.03.3 3 Cast -in-Place Concrete Piles : Cast-in-place
concrete piles shall be steel encased. Steel shells shall be of the specified diameter and type. Shells for cast -in-place concrete piles shall be of sufficient thickness and strength so that the shell will hold its original form and show no harmful distortion after it has been driven. Determine the shell wall thickness, if required. Fill the shell with Class A1 concrete and place in accordance with Section 805 . When reinforcing steel is required, comply with Section 806 .
804.04 PILE LENGTHS. Furnish piles in accordan ce with an itemized
order list, which will be provided by the engineer, showing the number, size, length, and location of all permanent piles. Do not fabricate permanent piles prior to receipt of this order list. The lengths given in the order list will be the lengths that are assumed to remain in the completed structure after cutoff. At no expense to the department, increase the pile lengths to provide for fresh heading and for such additional length as may be necessary to suit the method of operation. When test piles or indicator piles are required, the pile lengths shown on the plans are for estimation purposes only. The approved order list will not be furnished until the test piles or until indicator piles have been driven, tested, and analyzed.
804.05 Pile Driving Equipment.
804.05.1 Hammers: Do not use non -impact hammers such as
vibratory hammers unless specified on the plans or permitted in writing by the engineer. Hammers shall be rated based on the theoretical potential energy. Calibration of hammers and a ssociated equipment shall be as required by the hammer manufacturer. Provide methods and components for measuring hammer energy. For open -end diesel hammers, provide the Project Engineer a chart from the hammer manufacturer equating stroke in feet and blo ws per minute, and an approved device to determine and display ram stroke in feet.
804.05.2 Drive System Components and Accessories:
804.05.2 1 Hammer Cushion : Equip all impact pile driving
equipment designed to be used with a hammer cushion with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to ensure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordan ce with the hammer manufacturer’ s guidelines. Wood, wire rope, and asbestos hammer cushions will not be allowed. Place a striker plate , as recommended by the hammer manufacturer , on the hammer cushion to ensure uniform compression of the cushion material. Inspect the hammer cushion in the presence of the engineer when beginning pile driving at each structure and after every 100 hours of use during pile driving operations. Replace the cushion when the hammer cushion begins to deteriorate or when the reduction in thickness exceeds 25 percent of the original thickness.
804.05.2 2 Helmet : Provide a properly sized helmet or drive head
to piles driven with impact hammers to distribute the hammer blow to the pile head. Axially align the helmet with the hammer and the pile. The helmet shall be guided by the leads, not fr ee-swinging. Fit the helmet around the pile head to prevent transfer of torsion forces during driving, while maintaining proper alignment of hammer and pile. For special types of piles, provide appropriate helmets, mandrels, or other devices in accordance with the manufacturer’s recommendations. be necessary to suit the method of operation. When test piles or indicator piles are required, the pile lengths shown on the plans are for estimation purposes only. The approved order list will not be furnished until the test piles or until indicator piles have been driven, tested, and analyzed.
804.05 Pile Driving Equipment.
804.05.1 Hammers: Do not use non -impact hammers such as
vibratory hammers unless specified on the plans or permitted in writing by the engineer. Hammers shall be rated based on the theoretical potential energy. Calibration of hammers and a ssociated equipment shall be as required by the hammer manufacturer. Provide methods and components for measuring hammer energy. For open -end diesel hammers, provide the Project Engineer a chart from the hammer manufacturer equating stroke in feet and blo ws per minute, and an approved device to determine and display ram stroke in feet.
804.05.2 Drive System Components and Accessories:
804.05.2 1 Hammer Cushion : Equip all impact pile driving
equipment designed to be used with a hammer cushion with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to ensure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordan ce with the hammer manufacturer’ s guidelines. Wood, wire rope, and asbestos hammer cushions will not be allowed. Place a striker plate , as recommended by the hammer manufacturer , on the hammer cushion to ensure uniform compression of the cushion material. Inspect the hammer cushion in the presence of the engineer when beginning pile driving at each structure and after every 100 hours of use during pile driving operations. Replace the cushion when the hammer cushion begins to deteriorate or when the reduction in thickness exceeds 25 percent of the original thickness.
804.05.2 2 Helmet : Provide a properly sized helmet or drive head
to piles driven with impact hammers to distribute the hammer blow to the pile head. Axially align the helmet with the hammer and the pile. The helmet shall be guided by the leads, not fr ee-swinging. Fit the helmet around the pile head to prevent transfer of torsion forces during driving, while maintaining proper alignment of hammer and pile. For special types of piles, provide appropriate helmets, mandrels, or other devices in accordance with the manufacturer’s recommendations. be necessary to suit the method of operation. When test piles or indicator piles are required, the pile lengths shown on the plans are for estimation purposes only. The approved order list will not be furnished until the test piles or until indicator piles have been driven, tested, and analyzed.
804.05 Pile Driving Equipment.
804.05.1 Hammers: Do not use non -impact hammers such as
vibratory hammers unless specified on the plans or permitted in writing by the engineer. Hammers shall be rated based on the theoretical potential energy. Calibration of hammers and a ssociated equipment shall be as required by the hammer manufacturer. Provide methods and components for measuring hammer energy. For open -end diesel hammers, provide the Project Engineer a chart from the hammer manufacturer equating stroke in feet and blo ws per minute, and an approved device to determine and display ram stroke in feet.
804.05.2 Drive System Components and Accessories:
804.05.2 1 Hammer Cushion : Equip all impact pile driving
equipment designed to be used with a hammer cushion with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to ensure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordan ce with the hammer manufacturer’ s guidelines. Wood, wire rope, and asbestos hammer cushions will not be allowed. Place a striker plate , as recommended by the hammer manufacturer , on the hammer cushion to ensure uniform compression of the cushion material. Inspect the hammer cushion in the presence of the engineer when beginning pile driving at each structure and after every 100 hours of use during pile driving operations. Replace the cushion when the hammer cushion begins to deteriorate or when the reduction in thickness exceeds 25 percent of the original thickness.
804.05.2 2 Helmet : Provide a properly sized helmet or drive head
to piles driven with impact hammers to distribute the hammer blow to the pile head. Axially align the helmet with the hammer and the pile. The helmet shall be guided by the leads, not fr ee-swinging. Fit the helmet around the pile head to prevent transfer of torsion forces during driving, while maintaining proper alignment of hammer and pile. For special types of piles, provide appropriate helmets, mandrels, or other devices in accordance with the manufacturer’s recommendations. be necessary to suit the method of operation. When test piles or indicator piles are required, the pile lengths shown on the plans are for estimation purposes only. The approved order list will not be furnished until the test piles or until indicator piles have been driven, tested, and analyzed.
804.05 Pile Driving Equipment.
804.05.1 Hammers: Do not use non -impact hammers such as
vibratory hammers unless specified on the plans or permitted in writing by the engineer. Hammers shall be rated based on the theoretical potential energy. Calibration of hammers and a ssociated equipment shall be as required by the hammer manufacturer. Provide methods and components for measuring hammer energy. For open -end diesel hammers, provide the Project Engineer a chart from the hammer manufacturer equating stroke in feet and blo ws per minute, and an approved device to determine and display ram stroke in feet.
804.05.2 Drive System Components and Accessories:
804.05.2 1 Hammer Cushion : Equip all impact pile driving
equipment designed to be used with a hammer cushion with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to ensure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordan ce with the hammer manufacturer’ s guidelines. Wood, wire rope, and asbestos hammer cushions will not be allowed. Place a striker plate , as recommended by the hammer manufacturer , on the hammer cushion to ensure uniform compression of the cushion material. Inspect the hammer cushion in the presence of the engineer when beginning pile driving at each structure and after every 100 hours of use during pile driving operations. Replace the cushion when the hammer cushion begins to deteriorate or when the reduction in thickness exceeds 25 percent of the original thickness.
804.05.2 2 Helmet : Provide a properly sized helmet or drive head
to piles driven with impact hammers to distribute the hammer blow to the pile head. Axially align the helmet with the hammer and the pile. The helmet shall be guided by the leads, not fr ee-swinging. Fit the helmet around the pile head to prevent transfer of torsion forces during driving, while maintaining proper alignment of hammer and pile. For special types of piles, provide appropriate helmets, mandrels, or other devices in accordance with the manufacturer’s recommendations. be necessary to suit the method of operation. When test piles or indicator piles are required, the pile lengths shown on the plans are for estimation purposes only. The approved order list will not be furnished until the test piles or until indicator piles have been driven, tested, and analyzed.
804.05 Pile Driving Equipment.
804.05.1 Hammers: Do not use non -impact hammers such as
vibratory hammers unless specified on the plans or permitted in writing by the engineer. Hammers shall be rated based on the theoretical potential energy. Calibration of hammers and a ssociated equipment shall be as required by the hammer manufacturer. Provide methods and components for measuring hammer energy. For open -end diesel hammers, provide the Project Engineer a chart from the hammer manufacturer equating stroke in feet and blo ws per minute, and an approved device to determine and display ram stroke in feet.
804.05.2 Drive System Components and Accessories:
804.05.2 1 Hammer Cushion : Equip all impact pile driving
equipment designed to be used with a hammer cushion with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to ensure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordan ce with the hammer manufacturer’ s guidelines. Wood, wire rope, and asbestos hammer cushions will not be allowed. Place a striker plate , as recommended by the hammer manufacturer , on the hammer cushion to ensure uniform compression of the cushion material. Inspect the hammer cushion in the presence of the engineer when beginning pile driving at each structure and after every 100 hours of use during pile driving operations. Replace the cushion when the hammer cushion begins to deteriorate or when the reduction in thickness exceeds 25 percent of the original thickness.
804.05.2 2 Helmet : Provide a properly sized helmet or drive head
to piles driven with impact hammers to distribute the hammer blow to the pile head. Axially align the helmet with the hammer and the pile. The helmet shall be guided by the leads, not fr ee-swinging. Fit the helmet around the pile head to prevent transfer of torsion forces during driving, while maintaining proper alignment of hammer and pile. For special types of piles, provide appropriate helmets, mandrels, or other devices in accordance with the manufacturer’s recommendations. be necessary to suit the method of operation. When test piles or indicator piles are required, the pile lengths shown on the plans are for estimation purposes only. The approved order list will not be furnished until the test piles or until indicator piles have been driven, tested, and analyzed.
804.05 Pile Driving Equipment.
804.05.1 Hammers: Do not use non -impact hammers such as
vibratory hammers unless specified on the plans or permitted in writing by the engineer. Hammers shall be rated based on the theoretical potential energy. Calibration of hammers and a ssociated equipment shall be as required by the hammer manufacturer. Provide methods and components for measuring hammer energy. For open -end diesel hammers, provide the Project Engineer a chart from the hammer manufacturer equating stroke in feet and blo ws per minute, and an approved device to determine and display ram stroke in feet.
804.05.2 Drive System Components and Accessories:
804.05.2 1 Hammer Cushion : Equip all impact pile driving
equipment designed to be used with a hammer cushion with a suitable thickness of hammer cushion material to prevent damage to the hammer and pile and to ensure uniform driving behavior. Hammer cushions shall be made of durable, manufactured materials, provided in accordan ce with the hammer manufacturer’ s guidelines. Wood, wire rope, and asbestos hammer cushions will not be allowed. Place a striker plate , as recommended by the hammer manufacturer , on the hammer cushion to ensure uniform compression of the cushion material. Inspect the hammer cushion in the presence of the engineer when beginning pile driving at each structure and after every 100 hours of use during pile driving operations. Replace the cushion when the hammer cushion begins to deteriorate or when the reduction in thickness exceeds 25 percent of the original thickness.
804.05.2 2 Helmet : Provide a properly sized helmet or drive head
to piles driven with impact hammers to distribute the hammer blow to the pile head. Axially align the helmet with the hammer and the pile. The helmet shall be guided by the leads, not fr ee-swinging. Fit the helmet around the pile head to prevent transfer of torsion forces during driving, while maintaining proper alignment of hammer and pile. For special types of piles, provide appropriate helmets, mandrels, or other devices in accordance with the manufacturer’s recommendations.
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using
804.05.2 3 Pile Cushion : Protect the heads of precast concrete
piles with a pile cushion made of plywood, hardwood, or a composite plywood and hardwood material. Store the pile cushion to prevent wetting. Wet or cracked cushions shall not be used. The minimum pile cushion thickness shall be established with the drivability analysis and modified based on field observation and/or dynamic monitoring results. Match pile cushion dimensions with the dimensions of pile. Provi de a new pile cushion for each pile driven, unless otherwise permitted by the engineer. Replace the pile cushion during pile driving when the cushion begins to deteriorate or burn. Do not determine pile resistance using a new pile cushion until after the pile has been driven a minimum of 5 feet or 100 blows.
804.05.2 4 Leads : Use pile driving leads that align vertical and
battered piles, along with the hammer, in proper position throughout the driving operation. Construct leads in a manner that affords freedom o f hammer movement while maintaining alignment of the hammer and the pile to ensure concentric impact for each blow. Leads may be fixed, semi -fixed, or swinging type. Fit with a pipe gate at the bottom of the leads when using swinging leads. Embed leads a dequately in the ground or the pile constrained in a structural frame, such as a template to maintain alignment. Design leads to permit proper alignment of battered piles when applicable.
804.05.2 5 Templates : Provide a rigid and securely anchored
template when sw inging leads are used. When driving battered piles with swinging leads, use a two -tiered template or a template equipped with a device to hold the pile at the required batter. Support the bottom of the leads on the template. Construct the template to al low the pile to pass freely through the template without binding.
804.06 Preparation for Inst Allation of Driven P Iles.
804.06.1 Site Preparation:
804.06.1 1 Excavation : Do not drive piles until after completing
the excavation. Remove all material forced up between the piles to t he correct elevation before placing concrete for the foundation.
804.06.1 2 Abutment (End Bent) Fill: Construct the
embankment at bridge ends to full height in accordance with 813.03 before driving affected piles. Drive piles through compacted embankment using prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. prebored holes limited in depth to the height of the embankment.
804.06.1 3 Cofferdams : Prior to driving any piles, monitor the
external stability of the ground outside of the cofferdam, wall inclination, and depth of excavation within the cofferdam to ensure the stability of the cofferdam. Complete all excavation within the cofferdam prior to driving piles. Inspect the depth of the excavation within the cofferdam for prop er depth with a weighted line or other accepted method.
804.06.1 4 Cone Penetrometer Test (CPT) Assistance:
When required by the plans, make arrangements with the Department to have the CPT soundings taken at least 30 calendar days prior to driving test piles or i ndicator piles. Provide equipment to assist in moving the CPT truck around the site. The site for the soundings shall be level. Assist the Department in surveying the location and elevation of the CPT soundings.
804.06.2 Piling Preparation:
804.06.2 1 Transportation, Handl ing, and Storage of
Piling : Provide adequate support for piles to prevent damage.
804.06.2 2 Collars : Provide collars, bands, or other accepted
devices when required by the plans to protect timber piles against splitting or brooming.
804.06.2 3 Painting of Piling : Clean and paint the exterior
surface of steel piles from the top of the pile to the elevation shown on the plans. Use a 2 coat coal tar epoxy polyamide paint system in accordance with Section 811 .
804.06.2 4 Splicing Piles : Precast Concrete Piles: Furnish
unspliced precast concrete piles and drive in full lengths, unless otherwise specified on the plans. Steel Piles : Limit splices to two field splices per pile. Splice steel piles by welding with full penetration welds in accordance with Secti on 809 . Timber Piles : Furnish t imber piles and drive full length.
804.07 Construction Require Ments.
804.07.1 Preboring: The size and depth of the prebored hole shall
be included in the Pile Installation Plan. The depth of prebored holes shall not be below the scour elevation, unless accepted by the Engineer of Record. Develop the preboring depth limits based on the soil information obtained from soil boring logs or CPTs. Upon installation of the pile, fill voids around the pile with granular material, meeting the requirements of 1003.09 , and saturate with water.
804.07.2 Jetting: The use of jetting shall be included in the Pile
Installation Plan. The depth of jetting shall not be below the scour elevation, unless accepted by the Engineer of Record. Do not jet in footings, header banks, or in areas where stability of embankments or other structures would be endangered. Develop the jet pipe penetration limit to minimize the pile skin friction disturbance and to perm it pile installation to the required pile tip elevation. Develop the jet pipe penetration limits based on soil information obtained from soil boring logs or CPTs and include in the Pile Installation Plan. Use only one jet pipe when pre -jetting a hole prio r to placing and driving the pile or when driving is interrupted and the jet is placed inside a steel pipe pile or a voided concrete pile. Use a minimum of two jets when jetting piles and driving concurrently using external jets. When using concurrent je tting and driving, keep the jets above the advancing pile tip. Cease jetting operations after reaching the jet penetration limit, and then drive the pile to the final tip elevation. Determine the pile resistances from the results of driving only after th e jets have been withdrawn. Control and dispose of all jet water in accordance with Section 107 .
804.07.3 Followers and Underwater Hammers: Include any use
of followers and underwater hammers in the Pile Installation Plan. Provide the follower with a socket or hood, carefully fitted to the pile head to minimize energy losses and prevent pile damage.
804.07.4 Location and Alignment Tolerance: In pile bents, the
horizontal locat ion of the final top center of the pile shall be within 3 inches of the plan location measured perpendicular to the centerline of the cap and within 6 inches of plan location measured along the centerline of the cap. For footing piles, the horizontal loca tion of the final top center of the pile shall be within 6 inches of plan location. The vertical location of the final top center of the pile shall be plus or minus 2 inches of plan cut - off elevation. Develop the preboring depth limits based on the soil information obtained from soil boring logs or CPTs. Upon installation of the pile, fill voids around the pile with granular material, meeting the requirements of 1003.09 , and saturate with water.
804.07.2 Jetting: The use of jetting shall be included in the Pile
Installation Plan. The depth of jetting shall not be below the scour elevation, unless accepted by the Engineer of Record. Do not jet in footings, header banks, or in areas where stability of embankments or other structures would be endangered. Develop the jet pipe penetration limit to minimize the pile skin friction disturbance and to perm it pile installation to the required pile tip elevation. Develop the jet pipe penetration limits based on soil information obtained from soil boring logs or CPTs and include in the Pile Installation Plan. Use only one jet pipe when pre -jetting a hole prio r to placing and driving the pile or when driving is interrupted and the jet is placed inside a steel pipe pile or a voided concrete pile. Use a minimum of two jets when jetting piles and driving concurrently using external jets. When using concurrent je tting and driving, keep the jets above the advancing pile tip. Cease jetting operations after reaching the jet penetration limit, and then drive the pile to the final tip elevation. Determine the pile resistances from the results of driving only after th e jets have been withdrawn. Control and dispose of all jet water in accordance with Section 107 .
804.07.3 Followers and Underwater Hammers: Include any use
of followers and underwater hammers in the Pile Installation Plan. Provide the follower with a socket or hood, carefully fitted to the pile head to minimize energy losses and prevent pile damage.
804.07.4 Location and Alignment Tolerance: In pile bents, the
horizontal locat ion of the final top center of the pile shall be within 3 inches of the plan location measured perpendicular to the centerline of the cap and within 6 inches of plan location measured along the centerline of the cap. For footing piles, the horizontal loca tion of the final top center of the pile shall be within 6 inches of plan location. The vertical location of the final top center of the pile shall be plus or minus 2 inches of plan cut - off elevation. Develop the preboring depth limits based on the soil information obtained from soil boring logs or CPTs. Upon installation of the pile, fill voids around the pile with granular material, meeting the requirements of 1003.09 , and saturate with water.
804.07.2 Jetting: The use of jetting shall be included in the Pile
Installation Plan. The depth of jetting shall not be below the scour elevation, unless accepted by the Engineer of Record. Do not jet in footings, header banks, or in areas where stability of embankments or other structures would be endangered. Develop the jet pipe penetration limit to minimize the pile skin friction disturbance and to perm it pile installation to the required pile tip elevation. Develop the jet pipe penetration limits based on soil information obtained from soil boring logs or CPTs and include in the Pile Installation Plan. Use only one jet pipe when pre -jetting a hole prio r to placing and driving the pile or when driving is interrupted and the jet is placed inside a steel pipe pile or a voided concrete pile. Use a minimum of two jets when jetting piles and driving concurrently using external jets. When using concurrent je tting and driving, keep the jets above the advancing pile tip. Cease jetting operations after reaching the jet penetration limit, and then drive the pile to the final tip elevation. Determine the pile resistances from the results of driving only after th e jets have been withdrawn. Control and dispose of all jet water in accordance with Section 107 .
804.07.3 Followers and Underwater Hammers: Include any use
of followers and underwater hammers in the Pile Installation Plan. Provide the follower with a socket or hood, carefully fitted to the pile head to minimize energy losses and prevent pile damage.
804.07.4 Location and Alignment Tolerance: In pile bents, the
horizontal locat ion of the final top center of the pile shall be within 3 inches of the plan location measured perpendicular to the centerline of the cap and within 6 inches of plan location measured along the centerline of the cap. For footing piles, the horizontal loca tion of the final top center of the pile shall be within 6 inches of plan location. The vertical location of the final top center of the pile shall be plus or minus 2 inches of plan cut - off elevation. Develop the preboring depth limits based on the soil information obtained from soil boring logs or CPTs. Upon installation of the pile, fill voids around the pile with granular material, meeting the requirements of 1003.09 , and saturate with water.
804.07.2 Jetting: The use of jetting shall be included in the Pile
Installation Plan. The depth of jetting shall not be below the scour elevation, unless accepted by the Engineer of Record. Do not jet in footings, header banks, or in areas where stability of embankments or other structures would be endangered. Develop the jet pipe penetration limit to minimize the pile skin friction disturbance and to perm it pile installation to the required pile tip elevation. Develop the jet pipe penetration limits based on soil information obtained from soil boring logs or CPTs and include in the Pile Installation Plan. Use only one jet pipe when pre -jetting a hole prio r to placing and driving the pile or when driving is interrupted and the jet is placed inside a steel pipe pile or a voided concrete pile. Use a minimum of two jets when jetting piles and driving concurrently using external jets. When using concurrent je tting and driving, keep the jets above the advancing pile tip. Cease jetting operations after reaching the jet penetration limit, and then drive the pile to the final tip elevation. Determine the pile resistances from the results of driving only after th e jets have been withdrawn. Control and dispose of all jet water in accordance with Section 107 .
804.07.3 Followers and Underwater Hammers: Include any use
of followers and underwater hammers in the Pile Installation Plan. Provide the follower with a socket or hood, carefully fitted to the pile head to minimize energy losses and prevent pile damage.
804.07.4 Location and Alignment Tolerance: In pile bents, the
horizontal locat ion of the final top center of the pile shall be within 3 inches of the plan location measured perpendicular to the centerline of the cap and within 6 inches of plan location measured along the centerline of the cap. For footing piles, the horizontal loca tion of the final top center of the pile shall be within 6 inches of plan location. The vertical location of the final top center of the pile shall be plus or minus 2 inches of plan cut - off elevation. The axial alignment shall be within 2 percent of the s pecified alignment shown on the plans. The axial alignment will be checked on a minimum 5 feet of exposed pile. The engineer may suspend driving in order to check the pile alignment. Do not pull laterally on piles to correct misalignment. Do not splice a properly aligned section onto a misaligned section or build up a properly aligned section onto a misaligned section. If the location or alignment tolerances are exceeded, provide the engineer with a sketch showing the actual versus plan positions of all piles in the bridge element along with proposed corrective measures. Corrective measures submitted with design documentation may be considered and reviewed by the Department. In pile bents, a pile with top center horizontal deviation from plan location m easured perpendicular to the cap centerline by an amount greater than the specified tolerance plus 20 percent of the pile least dimension is not acceptable, and will require removal. The Department will not be responsible for any cost or time necessary for correction of out - of-tolerance piles. All design work shall be sealed, signed, and dated by an engineer licensed in Louisiana and documented on plan sheets meeting the format requirements of 801.05.2 , and included in the contract plans. Compensation to the Department for review and evaluation of resulting design work shall be according to 105.03 .
804.07.5 Installation Sequence: The installation sequence for
individual piles in a footing shall be one of the following options: • From the center of the pile group outward; • By rows from the center of the pile group to the side; or, • By rows from one side of the pile group to the other side.
804.07.6 Pile Driving Stresses: Drive the piles without exceeding
the maximum allowable driving stresses. For steel piles, do not exceed a compressive driving stress of 90 percent of the yield stress of the pile material. For timber piles, do not exceed a compressive driving stress of 3600 psi. For precast prestressed concrete piles, do not exceed the tensile and com pressive driving stresses in Table 804-1. The axial alignment shall be within 2 percent of the s pecified alignment shown on the plans. The axial alignment will be checked on a minimum 5 feet of exposed pile. The engineer may suspend driving in order to check the pile alignment. Do not pull laterally on piles to correct misalignment. Do not splice a properly aligned section onto a misaligned section or build up a properly aligned section onto a misaligned section. If the location or alignment tolerances are exceeded, provide the engineer with a sketch showing the actual versus plan positions of all piles in the bridge element along with proposed corrective measures. Corrective measures submitted with design documentation may be considered and reviewed by the Department. In pile bents, a pile with top center horizontal deviation from plan location m easured perpendicular to the cap centerline by an amount greater than the specified tolerance plus 20 percent of the pile least dimension is not acceptable, and will require removal. The Department will not be responsible for any cost or time necessary for correction of out - of-tolerance piles. All design work shall be sealed, signed, and dated by an engineer licensed in Louisiana and documented on plan sheets meeting the format requirements of 801.05.2 , and included in the contract plans. Compensation to the Department for review and evaluation of resulting design work shall be according to 105.03 .
804.07.5 Installation Sequence: The installation sequence for
individual piles in a footing shall be one of the following options: • From the center of the pile group outward; • By rows from the center of the pile group to the side; or, • By rows from one side of the pile group to the other side.
804.07.6 Pile Driving Stresses: Drive the piles without exceeding
the maximum allowable driving stresses. For steel piles, do not exceed a compressive driving stress of 90 percent of the yield stress of the pile material. For timber piles, do not exceed a compressive driving stress of 3600 psi. For precast prestressed concrete piles, do not exceed the tensile and com pressive driving stresses in Table 804-1. The axial alignment shall be within 2 percent of the s pecified alignment shown on the plans. The axial alignment will be checked on a minimum 5 feet of exposed pile. The engineer may suspend driving in order to check the pile alignment. Do not pull laterally on piles to correct misalignment. Do not splice a properly aligned section onto a misaligned section or build up a properly aligned section onto a misaligned section. If the location or alignment tolerances are exceeded, provide the engineer with a sketch showing the actual versus plan positions of all piles in the bridge element along with proposed corrective measures. Corrective measures submitted with design documentation may be considered and reviewed by the Department. In pile bents, a pile with top center horizontal deviation from plan location m easured perpendicular to the cap centerline by an amount greater than the specified tolerance plus 20 percent of the pile least dimension is not acceptable, and will require removal. The Department will not be responsible for any cost or time necessary for correction of out - of-tolerance piles. All design work shall be sealed, signed, and dated by an engineer licensed in Louisiana and documented on plan sheets meeting the format requirements of 801.05.2 , and included in the contract plans. Compensation to the Department for review and evaluation of resulting design work shall be according to 105.03 .
804.07.5 Installation Sequence: The installation sequence for
individual piles in a footing shall be one of the following options: • From the center of the pile group outward; • By rows from the center of the pile group to the side; or, • By rows from one side of the pile group to the other side.
804.07.6 Pile Driving Stresses: Drive the piles without exceeding
the maximum allowable driving stresses. For steel piles, do not exceed a compressive driving stress of 90 percent of the yield stress of the pile material. For timber piles, do not exceed a compressive driving stress of 3600 psi. For precast prestressed concrete piles, do not exceed the tensile and com pressive driving stresses in Table 804-1. Table 804-1 Maximum Allowable Driving Stresses 1 Tensile Driving Stress (Normal Environments):
U.S. Units 3 f'c + fpe Tensile Driving Stress (Corrosive Environments):
U.S. Units fpe Compressive Driving Stress (All Environments):
U.S. Units 0.85 f'c - fpe f'c = Concrete Compressive Strength, psi fpe = Effective Prestress, psi 1 Reference FHWA -HI-91-013 “Design and Construction of Driven Pile Foundations.” If indicated on the plans, use the allowable driving stresses for a corrosive environment.
804.07.7 Extent of Driving: Drive piles to the plan tip elevation or
the order list tip elevation in accordance with the plans and specifications. If the penetration requirements and bearing capacity are achieved wi thin 5 feet above the plan tip elevation or order list tip elevation, the engineer may consider penetration and capacity requirements to be satisfied. If penetration and bearing capacity requirements are not achieved within 5 feet above the plan tip eleva tion or order list tip elevation, acceptance from the engineer of record shall be required to terminate pile driving. Pile embedment shall not be less than 20 feet below the bridge scour elevation, unless indicated on the plans. Use the following require ments to evaluate satisfactory penetration and resistance.
804.07.7 1 Pile Penetration Requirements : Practical refusal
blow count depends on the site soil profile, the pile type, and hammer manufacturer limitations to prevent hammer damage. Practical refusal is broadly defined as a rate of 20 blows per inch at maximum stroke, for 3 consecutive inches. However, depending on site conditions, this criterion may not always be applicable. If practical refusal is encountered above the required plan tip elevation or o rder list tip elevation, a larger hammer capable of achieving the required penetration or pile installation techniques, such as preboring or jetting, may be required. Assure that the hammer is in proper working order. If hammer performance needs to be evaluated, the engineer may require dynamic monitoring. If the hammer performance indicates that pile driving system efficiency is not satisfactory, Table 804-1 Maximum Allowable Driving Stresses 1 Tensile Driving Stress (Normal Environments):
U.S. Units 3 f'c + fpe Tensile Driving Stress (Corrosive Environments):
U.S. Units fpe Compressive Driving Stress (All Environments):
U.S. Units 0.85 f'c - fpe f'c = Concrete Compressive Strength, psi fpe = Effective Prestress, psi 1 Reference FHWA -HI-91-013 “Design and Construction of Driven Pile Foundations.” If indicated on the plans, use the allowable driving stresses for a corrosive environment.
804.07.7 Extent of Driving: Drive piles to the plan tip elevation or
the order list tip elevation in accordance with the plans and specifications. If the penetration requirements and bearing capacity are achieved wi thin 5 feet above the plan tip elevation or order list tip elevation, the engineer may consider penetration and capacity requirements to be satisfied. If penetration and bearing capacity requirements are not achieved within 5 feet above the plan tip eleva tion or order list tip elevation, acceptance from the engineer of record shall be required to terminate pile driving. Pile embedment shall not be less than 20 feet below the bridge scour elevation, unless indicated on the plans. Use the following require ments to evaluate satisfactory penetration and resistance.
804.07.7 1 Pile Penetration Requirements : Practical refusal
blow count depends on the site soil profile, the pile type, and hammer manufacturer limitations to prevent hammer damage. Practical refusal is broadly defined as a rate of 20 blows per inch at maximum stroke, for 3 consecutive inches. However, depending on site conditions, this criterion may not always be applicable. If practical refusal is encountered above the required plan tip elevation or o rder list tip elevation, a larger hammer capable of achieving the required penetration or pile installation techniques, such as preboring or jetting, may be required. Assure that the hammer is in proper working order. If hammer performance needs to be evaluated, the engineer may require dynamic monitoring. If the hammer performance indicates that pile driving system efficiency is not satisfactory, Table 804-1 Maximum Allowable Driving Stresses 1 Tensile Driving Stress (Normal Environments):
U.S. Units 3 f'c + fpe Tensile Driving Stress (Corrosive Environments):
U.S. Units fpe Compressive Driving Stress (All Environments):
U.S. Units 0.85 f'c - fpe f'c = Concrete Compressive Strength, psi fpe = Effective Prestress, psi 1 Reference FHWA -HI-91-013 “Design and Construction of Driven Pile Foundations.” If indicated on the plans, use the allowable driving stresses for a corrosive environment.
804.07.7 Extent of Driving: Drive piles to the plan tip elevation or
the order list tip elevation in accordance with the plans and specifications. If the penetration requirements and bearing capacity are achieved wi thin 5 feet above the plan tip elevation or order list tip elevation, the engineer may consider penetration and capacity requirements to be satisfied. If penetration and bearing capacity requirements are not achieved within 5 feet above the plan tip eleva tion or order list tip elevation, acceptance from the engineer of record shall be required to terminate pile driving. Pile embedment shall not be less than 20 feet below the bridge scour elevation, unless indicated on the plans. Use the following require ments to evaluate satisfactory penetration and resistance.
804.07.7 1 Pile Penetration Requirements : Practical refusal
blow count depends on the site soil profile, the pile type, and hammer manufacturer limitations to prevent hammer damage. Practical refusal is broadly defined as a rate of 20 blows per inch at maximum stroke, for 3 consecutive inches. However, depending on site conditions, this criterion may not always be applicable. If practical refusal is encountered above the required plan tip elevation or o rder list tip elevation, a larger hammer capable of achieving the required penetration or pile installation techniques, such as preboring or jetting, may be required. Assure that the hammer is in proper working order. If hammer performance needs to be evaluated, the engineer may require dynamic monitoring. If the hammer performance indicates that pile driving system efficiency is not satisfactory, adjust the pile driving system until satisfactory performance is observed. Obtain written acceptance from t he engineer before implementing changes to the accepted Pile Installation Plan, including early termination of driving. The cost of dynamic monitoring due to unsatisfactory hammer performance and any resulting delays shall be at no expense to the Departme nt.
804.07.7 2 Pile Resistance Requirements : Determine pile
resistance throughout driving in accordance with 804.09 and the plan information. If pile resistance is less than expected, leave the pile approximately 1 foot above cut -off elevation to allow for evaluation. One or more of the following actions may be taken as coordinated with the Chief Construction Engineer: perform a restrike to check for increased resistance due to soil set -up, load pile to determine its ultimate resistance, or continue to drive until obtaining satisfactory resistance. If resistance results are affected by excess pore water pressure, or if this condition was observed during field testing of test, indicator, or monitor piles, perform restrikes as directly by the engineer to determine resistance after sufficient dissipation of excess pore water pressure has occurred.
804.07.8 Production Pile Restrikes: Perform all pile restrikes
with a warm hammer th at has applied a minimum of 20 blows to another pile or dummy block immediately before being used to restrike the selected pile. For precast concrete piles, use the original pile cushion used during initial driving. If the original pile cushion used to d rive precast concrete piles is no longer in acceptable condition, use another similarly used cushion that is in acceptable condition. During restrike, achieve a maximum penetration of 3 inches or a maximum of 20 blows, whichever occurs first. Report rest rike blow counts as the number of hammer blows per increment of 1 inch.
804.07.9 Heaved Piles: If pile heave is observed, take level
readings referenced to a fixed datum on all piles within a 15 -feet radius after installation and periodically thereafter as adjac ent piles are driven to determine the pile heave range. Continue measurements until the engineer determines that such checking is no longer required. Redrive all end bearing piles that have heaved more than ½ inch to the required resistance or penetratio n at no expense to the Department. Do not place concrete in pile casings until all piles in a footing have been driven.
804.07.10 Pile Extensions:
adjust the pile driving system until satisfactory performance is observed. Obtain written acceptance from t he engineer before implementing changes to the accepted Pile Installation Plan, including early termination of driving. The cost of dynamic monitoring due to unsatisfactory hammer performance and any resulting delays shall be at no expense to the Departme nt.
804.07.7 2 Pile Resistance Requirements : Determine pile
resistance throughout driving in accordance with 804.09 and the plan information. If pile resistance is less than expected, leave the pile approximately 1 foot above cut -off elevation to allow for evaluation. One or more of the following actions may be taken as coordinated with the Chief Construction Engineer: perform a restrike to check for increased resistance due to soil set -up, load pile to determine its ultimate resistance, or continue to drive until obtaining satisfactory resistance. If resistance results are affected by excess pore water pressure, or if this condition was observed during field testing of test, indicator, or monitor piles, perform restrikes as directly by the engineer to determine resistance after sufficient dissipation of excess pore water pressure has occurred.
804.07.8 Production Pile Restrikes: Perform all pile restrikes
with a warm hammer th at has applied a minimum of 20 blows to another pile or dummy block immediately before being used to restrike the selected pile. For precast concrete piles, use the original pile cushion used during initial driving. If the original pile cushion used to d rive precast concrete piles is no longer in acceptable condition, use another similarly used cushion that is in acceptable condition. During restrike, achieve a maximum penetration of 3 inches or a maximum of 20 blows, whichever occurs first. Report rest rike blow counts as the number of hammer blows per increment of 1 inch.
804.07.9 Heaved Piles: If pile heave is observed, take level
readings referenced to a fixed datum on all piles within a 15 -feet radius after installation and periodically thereafter as adjac ent piles are driven to determine the pile heave range. Continue measurements until the engineer determines that such checking is no longer required. Redrive all end bearing piles that have heaved more than ½ inch to the required resistance or penetratio n at no expense to the Department. Do not place concrete in pile casings until all piles in a footing have been driven.
804.07.10 Pile Extensions:
adjust the pile driving system until satisfactory performance is observed. Obtain written acceptance from t he engineer before implementing changes to the accepted Pile Installation Plan, including early termination of driving. The cost of dynamic monitoring due to unsatisfactory hammer performance and any resulting delays shall be at no expense to the Departme nt.
804.07.7 2 Pile Resistance Requirements : Determine pile
resistance throughout driving in accordance with 804.09 and the plan information. If pile resistance is less than expected, leave the pile approximately 1 foot above cut -off elevation to allow for evaluation. One or more of the following actions may be taken as coordinated with the Chief Construction Engineer: perform a restrike to check for increased resistance due to soil set -up, load pile to determine its ultimate resistance, or continue to drive until obtaining satisfactory resistance. If resistance results are affected by excess pore water pressure, or if this condition was observed during field testing of test, indicator, or monitor piles, perform restrikes as directly by the engineer to determine resistance after sufficient dissipation of excess pore water pressure has occurred.
804.07.8 Production Pile Restrikes: Perform all pile restrikes
with a warm hammer th at has applied a minimum of 20 blows to another pile or dummy block immediately before being used to restrike the selected pile. For precast concrete piles, use the original pile cushion used during initial driving. If the original pile cushion used to d rive precast concrete piles is no longer in acceptable condition, use another similarly used cushion that is in acceptable condition. During restrike, achieve a maximum penetration of 3 inches or a maximum of 20 blows, whichever occurs first. Report rest rike blow counts as the number of hammer blows per increment of 1 inch.
804.07.9 Heaved Piles: If pile heave is observed, take level
readings referenced to a fixed datum on all piles within a 15 -feet radius after installation and periodically thereafter as adjac ent piles are driven to determine the pile heave range. Continue measurements until the engineer determines that such checking is no longer required. Redrive all end bearing piles that have heaved more than ½ inch to the required resistance or penetratio n at no expense to the Department. Do not place concrete in pile casings until all piles in a footing have been driven.
804.07.10 Pile Extensions:
adjust the pile driving system until satisfactory performance is observed. Obtain written acceptance from t he engineer before implementing changes to the accepted Pile Installation Plan, including early termination of driving. The cost of dynamic monitoring due to unsatisfactory hammer performance and any resulting delays shall be at no expense to the Departme nt.
804.07.7 2 Pile Resistance Requirements : Determine pile
resistance throughout driving in accordance with 804.09 and the plan information. If pile resistance is less than expected, leave the pile approximately 1 foot above cut -off elevation to allow for evaluation. One or more of the following actions may be taken as coordinated with the Chief Construction Engineer: perform a restrike to check for increased resistance due to soil set -up, load pile to determine its ultimate resistance, or continue to drive until obtaining satisfactory resistance. If resistance results are affected by excess pore water pressure, or if this condition was observed during field testing of test, indicator, or monitor piles, perform restrikes as directly by the engineer to determine resistance after sufficient dissipation of excess pore water pressure has occurred.
804.07.8 Production Pile Restrikes: Perform all pile restrikes
with a warm hammer th at has applied a minimum of 20 blows to another pile or dummy block immediately before being used to restrike the selected pile. For precast concrete piles, use the original pile cushion used during initial driving. If the original pile cushion used to d rive precast concrete piles is no longer in acceptable condition, use another similarly used cushion that is in acceptable condition. During restrike, achieve a maximum penetration of 3 inches or a maximum of 20 blows, whichever occurs first. Report rest rike blow counts as the number of hammer blows per increment of 1 inch.
804.07.9 Heaved Piles: If pile heave is observed, take level
readings referenced to a fixed datum on all piles within a 15 -feet radius after installation and periodically thereafter as adjac ent piles are driven to determine the pile heave range. Continue measurements until the engineer determines that such checking is no longer required. Redrive all end bearing piles that have heaved more than ½ inch to the required resistance or penetratio n at no expense to the Department. Do not place concrete in pile casings until all piles in a footing have been driven.
804.07.10 Pile Extensions:
adjust the pile driving system until satisfactory performance is observed. Obtain written acceptance from t he engineer before implementing changes to the accepted Pile Installation Plan, including early termination of driving. The cost of dynamic monitoring due to unsatisfactory hammer performance and any resulting delays shall be at no expense to the Departme nt.
804.07.7 2 Pile Resistance Requirements : Determine pile
resistance throughout driving in accordance with 804.09 and the plan information. If pile resistance is less than expected, leave the pile approximately 1 foot above cut -off elevation to allow for evaluation. One or more of the following actions may be taken as coordinated with the Chief Construction Engineer: perform a restrike to check for increased resistance due to soil set -up, load pile to determine its ultimate resistance, or continue to drive until obtaining satisfactory resistance. If resistance results are affected by excess pore water pressure, or if this condition was observed during field testing of test, indicator, or monitor piles, perform restrikes as directly by the engineer to determine resistance after sufficient dissipation of excess pore water pressure has occurred.
804.07.8 Production Pile Restrikes: Perform all pile restrikes
with a warm hammer th at has applied a minimum of 20 blows to another pile or dummy block immediately before being used to restrike the selected pile. For precast concrete piles, use the original pile cushion used during initial driving. If the original pile cushion used to d rive precast concrete piles is no longer in acceptable condition, use another similarly used cushion that is in acceptable condition. During restrike, achieve a maximum penetration of 3 inches or a maximum of 20 blows, whichever occurs first. Report rest rike blow counts as the number of hammer blows per increment of 1 inch.
804.07.9 Heaved Piles: If pile heave is observed, take level
readings referenced to a fixed datum on all piles within a 15 -feet radius after installation and periodically thereafter as adjac ent piles are driven to determine the pile heave range. Continue measurements until the engineer determines that such checking is no longer required. Redrive all end bearing piles that have heaved more than ½ inch to the required resistance or penetratio n at no expense to the Department. Do not place concrete in pile casings until all piles in a footing have been driven.
804.07.10 Pile Extensions:
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
804.07.10 1 Cast -in-Place Extension of Precast Concrete
Piles : A cast -in-place extension, excluding cutback, of 5 feet maximum is allowed when constructed in accordance with the plans. Driving the pile extension is not allowed. The final cut of the concrete shall be perpendicular to the axis of the pile. Thoroughly clean and wet the top of the pile prior to placing concrete.
804.07.10 2 Steel Piles : When permitted or shown on the plans,
extend a steel pile by welding splice in accordance with Section 809 .
804.07.11 Pile Cut -Offs
804.07.11 1 Precast Concrete Piles : Cut off perpendicular to
the axis of the pile at the cut -off elevation shown on the plans. Exercise care to minimize spalling of concrete below the cut -off elevation.
804.07.11 2 Steel Piles : Cut off perpendicular to the axis of the
pile at the cut -off elevation sh own on the plans. Cuts shall be made in clean straight lines. Correct all irregularities due to cutting or burning by grinding or depositing weld material prior to placing caps.
804.07.11 3 Timber Piles : Saw off horizontally or as shown on
the plans at the specified cut -off elevation. When piles support timber caps, saw to a horizontal plane or to the slope specified to fit the cap. Do not shim on tops of piles. Treatment of pile heads shall conform to 812.06 .
804.07.11 4 Cast -In-Place Concrete Piles : Cut off
perpendicular to the axis of the pile at the cut -off elevation shown on the plans after pile shells are fully driven, inspected, and accepted.
804.08 UNSATISFACTORY PILES . All damaged piles with diagonal
or longitudinal cracking, transverse cracking, or other unsatisfactory conditions will be inspected by the engineer for further evaluation. Correct all piles that do not meet location and alignment tolerances, do not achiev e required resistance, or sustain damage. Do not manipulate piles to force them into proper position. All replaced or repaired piles shall be corrected at no expense to the Department.
804.08.1 Concrete Pile Repair: Cracked concrete piles will be
rejected unless repaired as follows:
1.Piles with diagonal or longitudinal cracks will be rejected unless the pile meets the required penetration and resistance and can be cut off below the crack and extended with an approved structural repair.
2.Repair transverse cracks that show evidence of spalling with a patch and epoxy injection or a structural buildup.
3.Use epoxy injection to repair transverse cracks that show dusting during driving. Stop driving at the first sign of dusting and inject an epoxy into the crack to cure in accordance with the epoxy manufacturer’s recommendations before driving is resumed. Use an approved epoxy product listed in the AML in accordance with Section 1017 .
4.Repair minor hairline surface cracks in corrosive environment s. In non-corrosive environments, minor hairline surface cracks will not be cause for rejection or repair, provided no change in the crack condition occurs during driving.
804.08.2 Steel Pile Repair: Damaged steel piles will be rejected
unless repaired by removing damaged sections and replacement by a new steel section with full penetration welding in accordance with Section 809 ; replace protective coating in accordance with Section 811 , when applicable.
804.08.3 Timber Pile Repair: If a timber pile breaks or splits
longitudin ally before reaching 5 feet of final tip elevation, it shall be rejected, removed, and replaced. If a timber pile has reached final tip elevation, but mushrooms at the top, it may be accepted if approved by the engineer.
804.09 DETERMINATION OF PIL E RESISTANCE. Pile resistance is
obtained during the end -of-driving or pile restrike. Determine the pile resistance by use of the test pile loading results, wave equation, dynamic load testing, or FHWA Modified Gates dynamic formula when specified on the plans.
804.10 FIELD TESTING PILES. Install test piles, indicator piles, or
monitor piles of the length, number, size, and type specified at the location and penetration shown on the plans. Use the accepted Pile Installation Plan when installing piles. Consideration shall be given to the location of instrumentation with respect to mudline, template location, or water surface to avoid damage to the instrumentation. Add a minimum length of 2.5 times the pile size to test and indicator piles for attaching the dynamic testing instrumentation. Permanent piles may require field testing if indicated on the plans or as determined by the engineer .
804.10.1 Ultimate Pile Resistance: Ultimate pile resistance is the
resistance that has been determined from either a static or dynamic load test of a test pile, indicator pile, or permanent pile.
3.Use epoxy injection to repair transverse cracks that show dusting during driving. Stop driving at the first sign of dusting and inject an epoxy into the crack to cure in accordance with the epoxy manufacturer’s recommendations before driving is resumed. Use an approved epoxy product listed in the AML in accordance with Section 1017 .
4.Repair minor hairline surface cracks in corrosive environment s. In non-corrosive environments, minor hairline surface cracks will not be cause for rejection or repair, provided no change in the crack condition occurs during driving.
804.08.2 Steel Pile Repair: Damaged steel piles will be rejected
unless repaired by removing damaged sections and replacement by a new steel section with full penetration welding in accordance with Section 809 ; replace protective coating in accordance with Section 811 , when applicable.
804.08.3 Timber Pile Repair: If a timber pile breaks or splits
longitudin ally before reaching 5 feet of final tip elevation, it shall be rejected, removed, and replaced. If a timber pile has reached final tip elevation, but mushrooms at the top, it may be accepted if approved by the engineer.
804.09 DETERMINATION OF PIL E RESISTANCE. Pile resistance is
obtained during the end -of-driving or pile restrike. Determine the pile resistance by use of the test pile loading results, wave equation, dynamic load testing, or FHWA Modified Gates dynamic formula when specified on the plans.
804.10 FIELD TESTING PILES. Install test piles, indicator piles, or
monitor piles of the length, number, size, and type specified at the location and penetration shown on the plans. Use the accepted Pile Installation Plan when installing piles. Consideration shall be given to the location of instrumentation with respect to mudline, template location, or water surface to avoid damage to the instrumentation. Add a minimum length of 2.5 times the pile size to test and indicator piles for attaching the dynamic testing instrumentation. Permanent piles may require field testing if indicated on the plans or as determined by the engineer .
804.10.1 Ultimate Pile Resistance: Ultimate pile resistance is the
resistance that has been determined from either a static or dynamic load test of a test pile, indicator pile, or permanent pile.
3.Use epoxy injection to repair transverse cracks that show dusting during driving. Stop driving at the first sign of dusting and inject an epoxy into the crack to cure in accordance with the epoxy manufacturer’s recommendations before driving is resumed. Use an approved epoxy product listed in the AML in accordance with Section 1017 .
4.Repair minor hairline surface cracks in corrosive environment s. In non-corrosive environments, minor hairline surface cracks will not be cause for rejection or repair, provided no change in the crack condition occurs during driving.
804.08.2 Steel Pile Repair: Damaged steel piles will be rejected
unless repaired by removing damaged sections and replacement by a new steel section with full penetration welding in accordance with Section 809 ; replace protective coating in accordance with Section 811 , when applicable.
804.08.3 Timber Pile Repair: If a timber pile breaks or splits
longitudin ally before reaching 5 feet of final tip elevation, it shall be rejected, removed, and replaced. If a timber pile has reached final tip elevation, but mushrooms at the top, it may be accepted if approved by the engineer.
804.09 DETERMINATION OF PIL E RESISTANCE. Pile resistance is
obtained during the end -of-driving or pile restrike. Determine the pile resistance by use of the test pile loading results, wave equation, dynamic load testing, or FHWA Modified Gates dynamic formula when specified on the plans.
804.10 FIELD TESTING PILES. Install test piles, indicator piles, or
monitor piles of the length, number, size, and type specified at the location and penetration shown on the plans. Use the accepted Pile Installation Plan when installing piles. Consideration shall be given to the location of instrumentation with respect to mudline, template location, or water surface to avoid damage to the instrumentation. Add a minimum length of 2.5 times the pile size to test and indicator piles for attaching the dynamic testing instrumentation. Permanent piles may require field testing if indicated on the plans or as determined by the engineer .
804.10.1 Ultimate Pile Resistance: Ultimate pile resistance is the
resistance that has been determined from either a static or dynamic load test of a test pile, indicator pile, or permanent pile.
3.Use epoxy injection to repair transverse cracks that show dusting during driving. Stop driving at the first sign of dusting and inject an epoxy into the crack to cure in accordance with the epoxy manufacturer’s recommendations before driving is resumed. Use an approved epoxy product listed in the AML in accordance with Section 1017 .
4.Repair minor hairline surface cracks in corrosive environment s. In non-corrosive environments, minor hairline surface cracks will not be cause for rejection or repair, provided no change in the crack condition occurs during driving.
804.08.2 Steel Pile Repair: Damaged steel piles will be rejected
unless repaired by removing damaged sections and replacement by a new steel section with full penetration welding in accordance with Section 809 ; replace protective coating in accordance with Section 811 , when applicable.
804.08.3 Timber Pile Repair: If a timber pile breaks or splits
longitudin ally before reaching 5 feet of final tip elevation, it shall be rejected, removed, and replaced. If a timber pile has reached final tip elevation, but mushrooms at the top, it may be accepted if approved by the engineer.
804.09 DETERMINATION OF PIL E RESISTANCE. Pile resistance is
obtained during the end -of-driving or pile restrike. Determine the pile resistance by use of the test pile loading results, wave equation, dynamic load testing, or FHWA Modified Gates dynamic formula when specified on the plans.
804.10 FIELD TESTING PILES. Install test piles, indicator piles, or
monitor piles of the length, number, size, and type specified at the location and penetration shown on the plans. Use the accepted Pile Installation Plan when installing piles. Consideration shall be given to the location of instrumentation with respect to mudline, template location, or water surface to avoid damage to the instrumentation. Add a minimum length of 2.5 times the pile size to test and indicator piles for attaching the dynamic testing instrumentation. Permanent piles may require field testing if indicated on the plans or as determined by the engineer .
804.10.1 Ultimate Pile Resistance: Ultimate pile resistance is the
resistance that has been determined from either a static or dynamic load test of a test pile, indicator pile, or permanent pile.
3.Use epoxy injection to repair transverse cracks that show dusting during driving. Stop driving at the first sign of dusting and inject an epoxy into the crack to cure in accordance with the epoxy manufacturer’s recommendations before driving is resumed. Use an approved epoxy product listed in the AML in accordance with Section 1017 .
4.Repair minor hairline surface cracks in corrosive environment s. In non-corrosive environments, minor hairline surface cracks will not be cause for rejection or repair, provided no change in the crack condition occurs during driving.
804.08.2 Steel Pile Repair: Damaged steel piles will be rejected
unless repaired by removing damaged sections and replacement by a new steel section with full penetration welding in accordance with Section 809 ; replace protective coating in accordance with Section 811 , when applicable.
804.08.3 Timber Pile Repair: If a timber pile breaks or splits
longitudin ally before reaching 5 feet of final tip elevation, it shall be rejected, removed, and replaced. If a timber pile has reached final tip elevation, but mushrooms at the top, it may be accepted if approved by the engineer.
804.09 DETERMINATION OF PIL E RESISTANCE. Pile resistance is
obtained during the end -of-driving or pile restrike. Determine the pile resistance by use of the test pile loading results, wave equation, dynamic load testing, or FHWA Modified Gates dynamic formula when specified on the plans.
804.10 FIELD TESTING PILES. Install test piles, indicator piles, or
monitor piles of the length, number, size, and type specified at the location and penetration shown on the plans. Use the accepted Pile Installation Plan when installing piles. Consideration shall be given to the location of instrumentation with respect to mudline, template location, or water surface to avoid damage to the instrumentation. Add a minimum length of 2.5 times the pile size to test and indicator piles for attaching the dynamic testing instrumentation. Permanent piles may require field testing if indicated on the plans or as determined by the engineer .
804.10.1 Ultimate Pile Resistance: Ultimate pile resistance is the
resistance that has been determined from either a static or dynamic load test of a test pile, indicator pile, or permanent pile.
3.Use epoxy injection to repair transverse cracks that show dusting during driving. Stop driving at the first sign of dusting and inject an epoxy into the crack to cure in accordance with the epoxy manufacturer’s recommendations before driving is resumed. Use an approved epoxy product listed in the AML in accordance with Section 1017 .
4.Repair minor hairline surface cracks in corrosive environment s. In non-corrosive environments, minor hairline surface cracks will not be cause for rejection or repair, provided no change in the crack condition occurs during driving.
804.08.2 Steel Pile Repair: Damaged steel piles will be rejected
unless repaired by removing damaged sections and replacement by a new steel section with full penetration welding in accordance with Section 809 ; replace protective coating in accordance with Section 811 , when applicable.
804.08.3 Timber Pile Repair: If a timber pile breaks or splits
longitudin ally before reaching 5 feet of final tip elevation, it shall be rejected, removed, and replaced. If a timber pile has reached final tip elevation, but mushrooms at the top, it may be accepted if approved by the engineer.
804.09 DETERMINATION OF PIL E RESISTANCE. Pile resistance is
obtained during the end -of-driving or pile restrike. Determine the pile resistance by use of the test pile loading results, wave equation, dynamic load testing, or FHWA Modified Gates dynamic formula when specified on the plans.
804.10 FIELD TESTING PILES. Install test piles, indicator piles, or
monitor piles of the length, number, size, and type specified at the location and penetration shown on the plans. Use the accepted Pile Installation Plan when installing piles. Consideration shall be given to the location of instrumentation with respect to mudline, template location, or water surface to avoid damage to the instrumentation. Add a minimum length of 2.5 times the pile size to test and indicator piles for attaching the dynamic testing instrumentation. Permanent piles may require field testing if indicated on the plans or as determined by the engineer .
804.10.1 Ultimate Pile Resistance: Ultimate pile resistance is the
resistance that has been determined from either a static or dynamic load test of a test pile, indicator pile, or permanent pile.
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at
804.10.2 Test Piles: Test piles are piles driven in advance of the
permanent piles for purposes of determining pile length by static load testing. Test piles shall be long enough to be re -driven, if ne cessary, to the plan tip elevation of the nearest permanent pile. Test pile length shall be long enough to permit static load testing and dynamic monitoring for the driven length. Test piles shall be a new fabrication of the same design and cross section as the permanent piles it represents. Variations shall be accepted by the Chief Construction Engineer. The Fabrication Engineer shall be notified one week prior to casting. All test piles and/or indicator piles will be inspected by DOTD Fabrication Ins pectors prior to delivery to the project.
804.10.3 Indicator Piles: Indicator piles follow the same
specifications as test piles, except that a static load test is not anticipated. Indicator piles will require dynamic monitoring.
804.10.4 Monitor Piles: Monitor piles are permanent piles
monitored during driving and restrikes using dynamic monitoring. The monitor pile is paid for as a permanent pile.
804.10.5 Pile Restrikes: Perform pile restrikes for test piles,
indicator piles, or monitor piles in accordance with the time intervals specified below unless shown otherwise on the plans or as directed by the engineer. Restrike test piles within 24 hours after initial installation and make another restrike within 24 hours after load test. Perform a 24 -hour and a 14 -day restri ke on indicator piles and a 24 -hour restrike on monitor piles.
804.10.6 Test Site Preparation: Test pile and/or indicator pile
shall model the subsurface conditions of the permanent piles at the most critical location. At the test pile location, excavate all ov erburden to the elevation shown on the plans and keep this excavation open during driving and loading. In lieu of the above, drive the test pile within an approved metal casing. Provide a rigid and securely anchored template when swinging leads are used as specified in 804.05.2.5 . Alignment tolerances of 804.07.4 shall apply. Provide any bracing or strengthening of the test pile required during loading or driving operations. Fill cast -in-place concrete piles with concrete in accordance with 804.03 ; allow the concrete to set for at least 48 hours and attain a minimum compressive strength of 4000 psi before load testing.
804.10.7 Static Load Test: Load piles in accordance with ASTM
D1143, Proc edure A: Quick Test, except as noted below. Load piles at least 14 calendar days after initial driving unless otherwise directed by the engineer. All pile loading results will be evaluated by the engineer to determine pile length.
804.10.7 1 Loading Procedure : Apply the load in at least 20
equal increments or as directed. Hold each load increment for a period of five minutes. Load the pile to failure or until reaching the specified maximum test load shown on the plans. The pile will be considered to have fail ed when continuous jacking is required and continuous pile movement is measured. Unless otherwise directed, maintain load until the gross settlement has reached 10 percent of the pile width or diameter. After the plunging load and failure deformation have been achieved, allow the loading system to equalize until pile movement and variations in jack pressure have ceased. Remove load in decrements of 20 percent of the maximum load placed on the pile. Record gross settlement and load readings five minutes af ter reaching each unloading load decrement. Record the final recovery of the unloaded pile until movement is essentially complete for a period up to 30 minutes.
804.10.7 2 Hydraulic Jack : Calibrate the entire hydraulic
system for all stages of loading and unloadi ng through an accepted independent calibration service. Provide a certified laboratory report of the calibration tests to the engineer. This calibration shall be performed no more than 30 days prior to load test commencement. After the system is calibra ted, no replacement parts will be permitted (except the pump) without recalibration of the system.
804.10.7 3 Displacement Instrumentation : Furnish
instrumentation to monitor the gross displacement readings at the pile head during load testing. The instrumentatio n shall consist of three independent dial or electronic readout gauges capable of measuring displacement to a precision of ± 0.001 inches, with a minimum travel range of 4 inches or 15 percent of maximum pile width or diameter for circular piles, whichever is greater. Provide smooth bearing surfaces perpendicular to the direction of the gauge stem travel for each gauge.
804.10.8 Dynamic Load Test: Assist the Department in obtaining
dynamic measurements with the Department’s dynamic monitoring of test piles, indi cator piles, monitor piles, and permanent piles during initial pile driving and during pile restrikes. Supply a temporary tent or shelter of sufficient size to cover the instruments and the operator/engineer from direct sunlight and rain during the dynami c test. least 14 calendar days after initial driving unless otherwise directed by the engineer. All pile loading results will be evaluated by the engineer to determine pile length.
804.10.7 1 Loading Procedure : Apply the load in at least 20
equal increments or as directed. Hold each load increment for a period of five minutes. Load the pile to failure or until reaching the specified maximum test load shown on the plans. The pile will be considered to have fail ed when continuous jacking is required and continuous pile movement is measured. Unless otherwise directed, maintain load until the gross settlement has reached 10 percent of the pile width or diameter. After the plunging load and failure deformation have been achieved, allow the loading system to equalize until pile movement and variations in jack pressure have ceased. Remove load in decrements of 20 percent of the maximum load placed on the pile. Record gross settlement and load readings five minutes af ter reaching each unloading load decrement. Record the final recovery of the unloaded pile until movement is essentially complete for a period up to 30 minutes.
804.10.7 2 Hydraulic Jack : Calibrate the entire hydraulic
system for all stages of loading and unloadi ng through an accepted independent calibration service. Provide a certified laboratory report of the calibration tests to the engineer. This calibration shall be performed no more than 30 days prior to load test commencement. After the system is calibra ted, no replacement parts will be permitted (except the pump) without recalibration of the system.
804.10.7 3 Displacement Instrumentation : Furnish
instrumentation to monitor the gross displacement readings at the pile head during load testing. The instrumentatio n shall consist of three independent dial or electronic readout gauges capable of measuring displacement to a precision of ± 0.001 inches, with a minimum travel range of 4 inches or 15 percent of maximum pile width or diameter for circular piles, whichever is greater. Provide smooth bearing surfaces perpendicular to the direction of the gauge stem travel for each gauge.
804.10.8 Dynamic Load Test: Assist the Department in obtaining
dynamic measurements with the Department’s dynamic monitoring of test piles, indi cator piles, monitor piles, and permanent piles during initial pile driving and during pile restrikes. Supply a temporary tent or shelter of sufficient size to cover the instruments and the operator/engineer from direct sunlight and rain during the dynami c test. least 14 calendar days after initial driving unless otherwise directed by the engineer. All pile loading results will be evaluated by the engineer to determine pile length.
804.10.7 1 Loading Procedure : Apply the load in at least 20
equal increments or as directed. Hold each load increment for a period of five minutes. Load the pile to failure or until reaching the specified maximum test load shown on the plans. The pile will be considered to have fail ed when continuous jacking is required and continuous pile movement is measured. Unless otherwise directed, maintain load until the gross settlement has reached 10 percent of the pile width or diameter. After the plunging load and failure deformation have been achieved, allow the loading system to equalize until pile movement and variations in jack pressure have ceased. Remove load in decrements of 20 percent of the maximum load placed on the pile. Record gross settlement and load readings five minutes af ter reaching each unloading load decrement. Record the final recovery of the unloaded pile until movement is essentially complete for a period up to 30 minutes.
804.10.7 2 Hydraulic Jack : Calibrate the entire hydraulic
system for all stages of loading and unloadi ng through an accepted independent calibration service. Provide a certified laboratory report of the calibration tests to the engineer. This calibration shall be performed no more than 30 days prior to load test commencement. After the system is calibra ted, no replacement parts will be permitted (except the pump) without recalibration of the system.
804.10.7 3 Displacement Instrumentation : Furnish
instrumentation to monitor the gross displacement readings at the pile head during load testing. The instrumentatio n shall consist of three independent dial or electronic readout gauges capable of measuring displacement to a precision of ± 0.001 inches, with a minimum travel range of 4 inches or 15 percent of maximum pile width or diameter for circular piles, whichever is greater. Provide smooth bearing surfaces perpendicular to the direction of the gauge stem travel for each gauge.
804.10.8 Dynamic Load Test: Assist the Department in obtaining
dynamic measurements with the Department’s dynamic monitoring of test piles, indi cator piles, monitor piles, and permanent piles during initial pile driving and during pile restrikes. Supply a temporary tent or shelter of sufficient size to cover the instruments and the operator/engineer from direct sunlight and rain during the dynami c test. least 14 calendar days after initial driving unless otherwise directed by the engineer. All pile loading results will be evaluated by the engineer to determine pile length.
804.10.7 1 Loading Procedure : Apply the load in at least 20
equal increments or as directed. Hold each load increment for a period of five minutes. Load the pile to failure or until reaching the specified maximum test load shown on the plans. The pile will be considered to have fail ed when continuous jacking is required and continuous pile movement is measured. Unless otherwise directed, maintain load until the gross settlement has reached 10 percent of the pile width or diameter. After the plunging load and failure deformation have been achieved, allow the loading system to equalize until pile movement and variations in jack pressure have ceased. Remove load in decrements of 20 percent of the maximum load placed on the pile. Record gross settlement and load readings five minutes af ter reaching each unloading load decrement. Record the final recovery of the unloaded pile until movement is essentially complete for a period up to 30 minutes.
804.10.7 2 Hydraulic Jack : Calibrate the entire hydraulic
system for all stages of loading and unloadi ng through an accepted independent calibration service. Provide a certified laboratory report of the calibration tests to the engineer. This calibration shall be performed no more than 30 days prior to load test commencement. After the system is calibra ted, no replacement parts will be permitted (except the pump) without recalibration of the system.
804.10.7 3 Displacement Instrumentation : Furnish
instrumentation to monitor the gross displacement readings at the pile head during load testing. The instrumentatio n shall consist of three independent dial or electronic readout gauges capable of measuring displacement to a precision of ± 0.001 inches, with a minimum travel range of 4 inches or 15 percent of maximum pile width or diameter for circular piles, whichever is greater. Provide smooth bearing surfaces perpendicular to the direction of the gauge stem travel for each gauge.
804.10.8 Dynamic Load Test: Assist the Department in obtaining
dynamic measurements with the Department’s dynamic monitoring of test piles, indi cator piles, monitor piles, and permanent piles during initial pile driving and during pile restrikes. Supply a temporary tent or shelter of sufficient size to cover the instruments and the operator/engineer from direct sunlight and rain during the dynami c test. least 14 calendar days after initial driving unless otherwise directed by the engineer. All pile loading results will be evaluated by the engineer to determine pile length.
804.10.7 1 Loading Procedure : Apply the load in at least 20
equal increments or as directed. Hold each load increment for a period of five minutes. Load the pile to failure or until reaching the specified maximum test load shown on the plans. The pile will be considered to have fail ed when continuous jacking is required and continuous pile movement is measured. Unless otherwise directed, maintain load until the gross settlement has reached 10 percent of the pile width or diameter. After the plunging load and failure deformation have been achieved, allow the loading system to equalize until pile movement and variations in jack pressure have ceased. Remove load in decrements of 20 percent of the maximum load placed on the pile. Record gross settlement and load readings five minutes af ter reaching each unloading load decrement. Record the final recovery of the unloaded pile until movement is essentially complete for a period up to 30 minutes.
804.10.7 2 Hydraulic Jack : Calibrate the entire hydraulic
system for all stages of loading and unloadi ng through an accepted independent calibration service. Provide a certified laboratory report of the calibration tests to the engineer. This calibration shall be performed no more than 30 days prior to load test commencement. After the system is calibra ted, no replacement parts will be permitted (except the pump) without recalibration of the system.
804.10.7 3 Displacement Instrumentation : Furnish
instrumentation to monitor the gross displacement readings at the pile head during load testing. The instrumentatio n shall consist of three independent dial or electronic readout gauges capable of measuring displacement to a precision of ± 0.001 inches, with a minimum travel range of 4 inches or 15 percent of maximum pile width or diameter for circular piles, whichever is greater. Provide smooth bearing surfaces perpendicular to the direction of the gauge stem travel for each gauge.
804.10.8 Dynamic Load Test: Assist the Department in obtaining
dynamic measurements with the Department’s dynamic monitoring of test piles, indi cator piles, monitor piles, and permanent piles during initial pile driving and during pile restrikes. Supply a temporary tent or shelter of sufficient size to cover the instruments and the operator/engineer from direct sunlight and rain during the dynami c test. The cost of equipment, mobilization, or any delays due to dynamic monitoring shall be included in the item for Dynamic Monitoring Assistance.
804.10.9 Dynamic Monitoring Scheduling: Notify the project
engineer at least 14 calendar days before the schedul ed date of driving piles to be monitored. In addition, a minimum 24 -hour-notice shall be given for projects staffed with full -time dynamic testing personnel. Allow a possible three calendar day delay for any scheduling conflicts of the Department’s pile monitoring personnel. Confirm the driving date three working days prior to the scheduled driving date. The pile to be monitored and the pile driving equipment shall be on site and at the location to be driven at least 24 hours prior to monitoring. Test the pile driving equipment the day prior to dynamic monitoring to ensure that it is in proper working order. The project engineer will notify the engineer to confirm that the pile and all associated pile driving equipment are on site, have been inspected and assembled, and are ready for driving operations at least 24 hours prior to dynamic monitoring. Allow for a possible seven day delay when rescheduling is required due to contractor delay. Once the three day notification is provided and monitoring pers onnel are mobilized, the contractor will be back charged for all costs arising from contractor delays in pile testing.
804.10.10 Dynamic Monitoring Assistance: Prepare attachment
points for attaching dynamic monitoring instrumentation as shown on the plans. Furni sh and install anchors for concrete piles and drill and tap holes for steel piles. Provide an AC power source at the location where the dynamic monitoring computer will be placed during the monitoring. No welding shall take place in the general vicinity during dynamic monitoring operations. The cost of equipment, mobilization, or any delays due to dynamic monitoring shall be included in the item for Dynamic Monitoring Assistance.
804.10.9 Dynamic Monitoring Scheduling: Notify the project
engineer at least 14 calendar days before the schedul ed date of driving piles to be monitored. In addition, a minimum 24 -hour-notice shall be given for projects staffed with full -time dynamic testing personnel. Allow a possible three calendar day delay for any scheduling conflicts of the Department’s pile monitoring personnel. Confirm the driving date three working days prior to the scheduled driving date. The pile to be monitored and the pile driving equipment shall be on site and at the location to be driven at least 24 hours prior to monitoring. Test the pile driving equipment the day prior to dynamic monitoring to ensure that it is in proper working order. The project engineer will notify the engineer to confirm that the pile and all associated pile driving equipment are on site, have been inspected and assembled, and are ready for driving operations at least 24 hours prior to dynamic monitoring. Allow for a possible seven day delay when rescheduling is required due to contractor delay. Once the three day notification is provided and monitoring pers onnel are mobilized, the contractor will be back charged for all costs arising from contractor delays in pile testing.
804.10.10 Dynamic Monitoring Assistance: Prepare attachment
points for attaching dynamic monitoring instrumentation as shown on the plans. Furni sh and install anchors for concrete piles and drill and tap holes for steel piles. Provide an AC power source at the location where the dynamic monitoring computer will be placed during the monitoring. No welding shall take place in the general vicinity during dynamic monitoring operations. The cost of equipment, mobilization, or any delays due to dynamic monitoring shall be included in the item for Dynamic Monitoring Assistance.
804.10.9 Dynamic Monitoring Scheduling: Notify the project
engineer at least 14 calendar days before the schedul ed date of driving piles to be monitored. In addition, a minimum 24 -hour-notice shall be given for projects staffed with full -time dynamic testing personnel. Allow a possible three calendar day delay for any scheduling conflicts of the Department’s pile monitoring personnel. Confirm the driving date three working days prior to the scheduled driving date. The pile to be monitored and the pile driving equipment shall be on site and at the location to be driven at least 24 hours prior to monitoring. Test the pile driving equipment the day prior to dynamic monitoring to ensure that it is in proper working order. The project engineer will notify the engineer to confirm that the pile and all associated pile driving equipment are on site, have been inspected and assembled, and are ready for driving operations at least 24 hours prior to dynamic monitoring. Allow for a possible seven day delay when rescheduling is required due to contractor delay. Once the three day notification is provided and monitoring pers onnel are mobilized, the contractor will be back charged for all costs arising from contractor delays in pile testing.
804.10.10 Dynamic Monitoring Assistance: Prepare attachment
points for attaching dynamic monitoring instrumentation as shown on the plans. Furni sh and install anchors for concrete piles and drill and tap holes for steel piles. Provide an AC power source at the location where the dynamic monitoring computer will be placed during the monitoring. No welding shall take place in the general vicinity during dynamic monitoring operations. When directed by the engineer, m ake piles available prior to driving for drilling or tapping holes . Provide safe, stable, and OSHA approved access to the pile head with a working area of not less than 16 square feet and equip so that the platform may be raised to the top of the pile while the pile is located in the leads and that sufficient distance down from the top of the pile can be achieved as specified in 804.10 . Include details of the access system for attaching instrumentation for dynamic monitoring in the Pile Installation Plan. Include one hour in the Pile Installation Plan for the attachment o f instruments to the pile for each monitoring event. Occasionally, the pile driving may have to be temporarily interrupted for the transducers to be adjusted or replaced, or the monitoring results assessed. Use reasonable care when working with the instruments and accessories. At no expense to the Department, replace any dynamic monitoring equipment damaged by t he contractor .
804.10.11 Dynamic Monitoring Instrumentation. Furnish
dynamic pile monitoring instrumentation and accessories, as specified on the pla ns, to be used during all pile driving operations. Purchase new dynamic pile monitoring instrumentation compatible with the Department’s dynamic pile monitoring device. Submit a list of equipment for review and acceptance before any items are purchased. Order equipment within 10 days of receipt of the Notice to Proceed. Allow eight weeks delivery time for the new dynamic pile monitoring instrumentation items. Deliver equipment to the Department’s Pavement and Geotechnical Services Section, 1201 Capitol Access Road, Baton Rouge, Louisiana, 70804. Instrumentation will become the property of the Department upon completion of all pile driving monitoring. Provide warranty information, manuals, documentation, and invoice copies to the Department’s Pavement and Geotechnical Services Section upon delivery of equipment. Register all warranties in the name of the Department.
804.10.12 Redriving Test or Indicator Piles: When steel piles
fail to reach the required ultimate pile resistance, requiring redriving, extend st eel piles by splicing if necessary and redrive as directed. Do not extend or redrive precast concrete, cast -in-place concrete test piles or indicator piles. Drive a new test pile to the designated depth at an accepted location.
804.10.13 Test Pile and Indicator Pil e Removal: If test piles or
indicator piles are not to be used as permanent piles, remove to a minimum of 3 feet below natural ground or stream bed or as shown on the plans; dispose of as directed. When directed by the engineer, m ake piles available prior to driving for drilling or tapping holes . Provide safe, stable, and OSHA approved access to the pile head with a working area of not less than 16 square feet and equip so that the platform may be raised to the top of the pile while the pile is located in the leads and that sufficient distance down from the top of the pile can be achieved as specified in 804.10 . Include details of the access system for attaching instrumentation for dynamic monitoring in the Pile Installation Plan. Include one hour in the Pile Installation Plan for the attachment o f instruments to the pile for each monitoring event. Occasionally, the pile driving may have to be temporarily interrupted for the transducers to be adjusted or replaced, or the monitoring results assessed. Use reasonable care when working with the instruments and accessories. At no expense to the Department, replace any dynamic monitoring equipment damaged by t he contractor .
804.10.11 Dynamic Monitoring Instrumentation. Furnish
dynamic pile monitoring instrumentation and accessories, as specified on the pla ns, to be used during all pile driving operations. Purchase new dynamic pile monitoring instrumentation compatible with the Department’s dynamic pile monitoring device. Submit a list of equipment for review and acceptance before any items are purchased. Order equipment within 10 days of receipt of the Notice to Proceed. Allow eight weeks delivery time for the new dynamic pile monitoring instrumentation items. Deliver equipment to the Department’s Pavement and Geotechnical Services Section, 1201 Capitol Access Road, Baton Rouge, Louisiana, 70804. Instrumentation will become the property of the Department upon completion of all pile driving monitoring. Provide warranty information, manuals, documentation, and invoice copies to the Department’s Pavement and Geotechnical Services Section upon delivery of equipment. Register all warranties in the name of the Department.
804.10.12 Redriving Test or Indicator Piles: When steel piles
fail to reach the required ultimate pile resistance, requiring redriving, extend st eel piles by splicing if necessary and redrive as directed. Do not extend or redrive precast concrete, cast -in-place concrete test piles or indicator piles. Drive a new test pile to the designated depth at an accepted location.
804.10.13 Test Pile and Indicator Pil e Removal: If test piles or
indicator piles are not to be used as permanent piles, remove to a minimum of 3 feet below natural ground or stream bed or as shown on the plans; dispose of as directed. When directed by the engineer, m ake piles available prior to driving for drilling or tapping holes . Provide safe, stable, and OSHA approved access to the pile head with a working area of not less than 16 square feet and equip so that the platform may be raised to the top of the pile while the pile is located in the leads and that sufficient distance down from the top of the pile can be achieved as specified in 804.10 . Include details of the access system for attaching instrumentation for dynamic monitoring in the Pile Installation Plan. Include one hour in the Pile Installation Plan for the attachment o f instruments to the pile for each monitoring event. Occasionally, the pile driving may have to be temporarily interrupted for the transducers to be adjusted or replaced, or the monitoring results assessed. Use reasonable care when working with the instruments and accessories. At no expense to the Department, replace any dynamic monitoring equipment damaged by t he contractor .
804.10.11 Dynamic Monitoring Instrumentation. Furnish
dynamic pile monitoring instrumentation and accessories, as specified on the pla ns, to be used during all pile driving operations. Purchase new dynamic pile monitoring instrumentation compatible with the Department’s dynamic pile monitoring device. Submit a list of equipment for review and acceptance before any items are purchased. Order equipment within 10 days of receipt of the Notice to Proceed. Allow eight weeks delivery time for the new dynamic pile monitoring instrumentation items. Deliver equipment to the Department’s Pavement and Geotechnical Services Section, 1201 Capitol Access Road, Baton Rouge, Louisiana, 70804. Instrumentation will become the property of the Department upon completion of all pile driving monitoring. Provide warranty information, manuals, documentation, and invoice copies to the Department’s Pavement and Geotechnical Services Section upon delivery of equipment. Register all warranties in the name of the Department.
804.10.12 Redriving Test or Indicator Piles: When steel piles
fail to reach the required ultimate pile resistance, requiring redriving, extend st eel piles by splicing if necessary and redrive as directed. Do not extend or redrive precast concrete, cast -in-place concrete test piles or indicator piles. Drive a new test pile to the designated depth at an accepted location.
804.10.13 Test Pile and Indicator Pil e Removal: If test piles or
indicator piles are not to be used as permanent piles, remove to a minimum of 3 feet below natural ground or stream bed or as shown on the plans; dispose of as directed. When directed by the engineer, m ake piles available prior to driving for drilling or tapping holes . Provide safe, stable, and OSHA approved access to the pile head with a working area of not less than 16 square feet and equip so that the platform may be raised to the top of the pile while the pile is located in the leads and that sufficient distance down from the top of the pile can be achieved as specified in 804.10 . Include details of the access system for attaching instrumentation for dynamic monitoring in the Pile Installation Plan. Include one hour in the Pile Installation Plan for the attachment o f instruments to the pile for each monitoring event. Occasionally, the pile driving may have to be temporarily interrupted for the transducers to be adjusted or replaced, or the monitoring results assessed. Use reasonable care when working with the instruments and accessories. At no expense to the Department, replace any dynamic monitoring equipment damaged by t he contractor .
804.10.11 Dynamic Monitoring Instrumentation. Furnish
dynamic pile monitoring instrumentation and accessories, as specified on the pla ns, to be used during all pile driving operations. Purchase new dynamic pile monitoring instrumentation compatible with the Department’s dynamic pile monitoring device. Submit a list of equipment for review and acceptance before any items are purchased. Order equipment within 10 days of receipt of the Notice to Proceed. Allow eight weeks delivery time for the new dynamic pile monitoring instrumentation items. Deliver equipment to the Department’s Pavement and Geotechnical Services Section, 1201 Capitol Access Road, Baton Rouge, Louisiana, 70804. Instrumentation will become the property of the Department upon completion of all pile driving monitoring. Provide warranty information, manuals, documentation, and invoice copies to the Department’s Pavement and Geotechnical Services Section upon delivery of equipment. Register all warranties in the name of the Department.
804.10.12 Redriving Test or Indicator Piles: When steel piles
fail to reach the required ultimate pile resistance, requiring redriving, extend st eel piles by splicing if necessary and redrive as directed. Do not extend or redrive precast concrete, cast -in-place concrete test piles or indicator piles. Drive a new test pile to the designated depth at an accepted location.
804.10.13 Test Pile and Indicator Pil e Removal: If test piles or
indicator piles are not to be used as permanent piles, remove to a minimum of 3 feet below natural ground or stream bed or as shown on the plans; dispose of as directed. When the resistance of a permanent pile is less than the required resistance, the engineer may direct loading of a permanent pile. When loading a permanent pile, conduct the loading in accordance with the procedure given in 804.10.7.1 , except the test load will be as directed by the engineer.
804.11 Construction Site Su Rvey.
A construction site survey consists of a Pre -construction Site Survey and Post-construction Site Survey. Conduct the surveys in accordance with the limits and features shown in the Construction Site Survey Plan. Perform Pre-construction Site Survey prior to pile driving activities or construction activities which may create vibrations. Perform Post -construction Site Survey upon completion of pile driving activities, construction activities which may create vibrations, or at the time specified by the Project Engineer.
804.11.1 Pre-construction Site Survey: Provide locations and
elevations, including surveying/engineering notes, photographs, and video records of structures and features shown in the Construction Site Survey Plan. Provide written statements of the condition of each structure and feature. Perform work under the direct supervision of a Louisiana Registered Professional Engineer who is familiar with the area. Make every attempt to gain permission from property owners for access to property to perform the site survey, including sending a certified return receipt access request letter informing the property owner of the survey and requesting permission to survey the existing conditions. If the property owner refuses ac cess, notify the Project Engineer and log all contacts with the property owner. Furnish the Project Engineer a list of property owners contacted prior to any pile driving operations, and include all pertinent information.
804.11.1 1 Locations and Elevations: Collect line (location)
and grade (elevation) data at structure slab corners and driveway pavement within the site in accordance with the accepted Construction Site Survey Plan. Use a Louisiana Registered Surveyor. Reference project survey controls. Data on ab utting drives and walks shall be taken at approximately 20-ft. intervals and at the point of juncture with any structure to which they are attached. Deliver three copies of all field notes with sketches clearly showing reduced elevations to the Project Eng ineer. When the resistance of a permanent pile is less than the required resistance, the engineer may direct loading of a permanent pile. When loading a permanent pile, conduct the loading in accordance with the procedure given in 804.10.7.1 , except the test load will be as directed by the engineer.
804.11 Construction Site Su Rvey.
A construction site survey consists of a Pre -construction Site Survey and Post-construction Site Survey. Conduct the surveys in accordance with the limits and features shown in the Construction Site Survey Plan. Perform Pre-construction Site Survey prior to pile driving activities or construction activities which may create vibrations. Perform Post -construction Site Survey upon completion of pile driving activities, construction activities which may create vibrations, or at the time specified by the Project Engineer.
804.11.1 Pre-construction Site Survey: Provide locations and
elevations, including surveying/engineering notes, photographs, and video records of structures and features shown in the Construction Site Survey Plan. Provide written statements of the condition of each structure and feature. Perform work under the direct supervision of a Louisiana Registered Professional Engineer who is familiar with the area. Make every attempt to gain permission from property owners for access to property to perform the site survey, including sending a certified return receipt access request letter informing the property owner of the survey and requesting permission to survey the existing conditions. If the property owner refuses ac cess, notify the Project Engineer and log all contacts with the property owner. Furnish the Project Engineer a list of property owners contacted prior to any pile driving operations, and include all pertinent information.
804.11.1 1 Locations and Elevations: Collect line (location)
and grade (elevation) data at structure slab corners and driveway pavement within the site in accordance with the accepted Construction Site Survey Plan. Use a Louisiana Registered Surveyor. Reference project survey controls. Data on ab utting drives and walks shall be taken at approximately 20-ft. intervals and at the point of juncture with any structure to which they are attached. Deliver three copies of all field notes with sketches clearly showing reduced elevations to the Project Eng ineer. When the resistance of a permanent pile is less than the required resistance, the engineer may direct loading of a permanent pile. When loading a permanent pile, conduct the loading in accordance with the procedure given in 804.10.7.1 , except the test load will be as directed by the engineer.
804.11 Construction Site Su Rvey.
A construction site survey consists of a Pre -construction Site Survey and Post-construction Site Survey. Conduct the surveys in accordance with the limits and features shown in the Construction Site Survey Plan. Perform Pre-construction Site Survey prior to pile driving activities or construction activities which may create vibrations. Perform Post -construction Site Survey upon completion of pile driving activities, construction activities which may create vibrations, or at the time specified by the Project Engineer.
804.11.1 Pre-construction Site Survey: Provide locations and
elevations, including surveying/engineering notes, photographs, and video records of structures and features shown in the Construction Site Survey Plan. Provide written statements of the condition of each structure and feature. Perform work under the direct supervision of a Louisiana Registered Professional Engineer who is familiar with the area. Make every attempt to gain permission from property owners for access to property to perform the site survey, including sending a certified return receipt access request letter informing the property owner of the survey and requesting permission to survey the existing conditions. If the property owner refuses ac cess, notify the Project Engineer and log all contacts with the property owner. Furnish the Project Engineer a list of property owners contacted prior to any pile driving operations, and include all pertinent information.
804.11.1 1 Locations and Elevations: Collect line (location)
and grade (elevation) data at structure slab corners and driveway pavement within the site in accordance with the accepted Construction Site Survey Plan. Use a Louisiana Registered Surveyor. Reference project survey controls. Data on ab utting drives and walks shall be taken at approximately 20-ft. intervals and at the point of juncture with any structure to which they are attached. Deliver three copies of all field notes with sketches clearly showing reduced elevations to the Project Eng ineer. When the resistance of a permanent pile is less than the required resistance, the engineer may direct loading of a permanent pile. When loading a permanent pile, conduct the loading in accordance with the procedure given in 804.10.7.1 , except the test load will be as directed by the engineer.
804.11 Construction Site Su Rvey.
A construction site survey consists of a Pre -construction Site Survey and Post-construction Site Survey. Conduct the surveys in accordance with the limits and features shown in the Construction Site Survey Plan. Perform Pre-construction Site Survey prior to pile driving activities or construction activities which may create vibrations. Perform Post -construction Site Survey upon completion of pile driving activities, construction activities which may create vibrations, or at the time specified by the Project Engineer.
804.11.1 Pre-construction Site Survey: Provide locations and
elevations, including surveying/engineering notes, photographs, and video records of structures and features shown in the Construction Site Survey Plan. Provide written statements of the condition of each structure and feature. Perform work under the direct supervision of a Louisiana Registered Professional Engineer who is familiar with the area. Make every attempt to gain permission from property owners for access to property to perform the site survey, including sending a certified return receipt access request letter informing the property owner of the survey and requesting permission to survey the existing conditions. If the property owner refuses ac cess, notify the Project Engineer and log all contacts with the property owner. Furnish the Project Engineer a list of property owners contacted prior to any pile driving operations, and include all pertinent information.
804.11.1 1 Locations and Elevations: Collect line (location)
and grade (elevation) data at structure slab corners and driveway pavement within the site in accordance with the accepted Construction Site Survey Plan. Use a Louisiana Registered Surveyor. Reference project survey controls. Data on ab utting drives and walks shall be taken at approximately 20-ft. intervals and at the point of juncture with any structure to which they are attached. Deliver three copies of all field notes with sketches clearly showing reduced elevations to the Project Eng ineer.
804.11.1 2 Photographs:
Collect a series of photographs showing the existing conditions of structures and features in accordance with the Construction Site Survey Plan. Take photographs along the site as follows:
1.General: Take photographs along the project centerline at 50 foot intervals showing the following views:
a.Upstation view
b.Property line side view at each station (every 100 feet) perpendicular to the project centerline, and every driveway and all structures fronting the project centerline.
2.Bridge structures: Take photographs at both ends of existing bridge approaches facing the bridg e structure. Take photographs at the roadway centerline in the direction of the roadway alignment. Document any movable spans in the open and closed positions.
3.Specific structures or features: Take photographs at locations determined by the Project Engin eer.
804.11.1 3 Videos:
Collect video showing the existing conditions of structures and features in accordance with the Construction Site Survey Plan. Take video along th e site as follows:
1.General: as described in 804.11.1.2 .
2.Bridge structures: as described in 804.11.1.2 .
3.Streets
4.Residences: interior and exterior of each residence within the survey area, including fronts, interior walls, ceilings , and existing damage.
5.Sidewalks
6.Grass areas
7.Specific structures or features: Take video at locations determined by the Project Engineer. Show existing damage of structures and features. Travel speed of camera shall not be greater than 50 ft. per minute.
804.11.1 2 Photographs:
Collect a series of photographs showing the existing conditions of structures and features in accordance with the Construction Site Survey Plan. Take photographs along the site as follows:
1.General: Take photographs along the project centerline at 50 foot intervals showing the following views:
a.Upstation view
b.Property line side view at each station (every 100 feet) perpendicular to the project centerline, and every driveway and all structures fronting the project centerline.
2.Bridge structures: Take photographs at both ends of existing bridge approaches facing the bridg e structure. Take photographs at the roadway centerline in the direction of the roadway alignment. Document any movable spans in the open and closed positions.
3.Specific structures or features: Take photographs at locations determined by the Project Engin eer.
804.11.1 3 Videos:
Collect video showing the existing conditions of structures and features in accordance with the Construction Site Survey Plan. Take video along th e site as follows:
1.General: as described in 804.11.1.2 .
2.Bridge structures: as described in 804.11.1.2 .
3.Streets
4.Residences: interior and exterior of each residence within the survey area, including fronts, interior walls, ceilings , and existing damage.
5.Sidewalks
6.Grass areas
7.Specific structures or features: Take video at locations determined by the Project Engineer. Show existing damage of structures and features. Travel speed of camera shall not be greater than 50 ft. per minute.
804.11.1 2 Photographs:
Collect a series of photographs showing the existing conditions of structures and features in accordance with the Construction Site Survey Plan. Take photographs along the site as follows:
1.General: Take photographs along the project centerline at 50 foot intervals showing the following views:
a.Upstation view
b.Property line side view at each station (every 100 feet) perpendicular to the project centerline, and every driveway and all structures fronting the project centerline.
2.Bridge structures: Take photographs at both ends of existing bridge approaches facing the bridg e structure. Take photographs at the roadway centerline in the direction of the roadway alignment. Document any movable spans in the open and closed positions.
3.Specific structures or features: Take photographs at locations determined by the Project Engin eer.
804.11.1 3 Videos:
Collect video showing the existing conditions of structures and features in accordance with the Construction Site Survey Plan. Take video along th e site as follows:
1.General: as described in 804.11.1.2 .
2.Bridge structures: as described in 804.11.1.2 .
3.Streets
4.Residences: interior and exterior of each residence within the survey area, including fronts, interior walls, ceilings , and existing damage.
5.Sidewalks
6.Grass areas
7.Specific structures or features: Take video at locations determined by the Project Engineer. Show existing damage of structures and features. Travel speed of camera shall not be greater than 50 ft. per minute. Capture master field videos on 1080p High Definition Video or higher, with accompanying audio. Edit captured field videos with audio and video quality maintained on the edited copy. Identify videos on screen with date made. Title edited videos prior to e ach new video sequence and after every 30 minutes of normal video run time. Include in titles the project name and number, tape name and number, location, and date made. Deliver four copies of video, along with a duplicate of the master field video (uned ited), to the Project Engineer.
804.11.2 Post -construction Site Survey: Upon completion of
pile driving activities or construction activities which may create vibrations, perform a Post -construction Site Survey in accordance with
804.11.1 .
804.12 VIBRATION MONITORING . Perform vibration monitoring in
and around sensitive features as indicated in the Vibration Monitoring Plan, the Contract or as directed by the Project Engineer. Sensitive features may include archaeological sites, historic features, utilities, instruments, structures , etc. Use the services of a testing lab and a vibration specialist engineer, acceptable to the Project Engineer to develop the vibration monitoring plan and conduct seismic monitoring of vibrations during pile driving and other heavy equipment operations in areas that are not normally subjected to such operations. Render complete reports and interpretations of the data obtained including the possible effects of the measured vibrations on adjacent and surrounding structures. Acquire baseline vibration data for a period of at least 24 hours prior to beginning construction activities. Perform vibration monitoring during Test Pile and Production Pile driving operations to verify that vibrations from construction activities are below required threshold values. Modify construction methods as necessary to stay below threshold values. Peak particle velocity (PPV) is the maximum rate of change of position of a soil particle with respect to time, measured on the ground. The velocity magnitude is given in units of inches per second. Frequency of vibration is t he number of oscillations that occur in 1 second. The frequency units given are in hertz (cycles per second). Capture master field videos on 1080p High Definition Video or higher, with accompanying audio. Edit captured field videos with audio and video quality maintained on the edited copy. Identify videos on screen with date made. Title edited videos prior to e ach new video sequence and after every 30 minutes of normal video run time. Include in titles the project name and number, tape name and number, location, and date made. Deliver four copies of video, along with a duplicate of the master field video (uned ited), to the Project Engineer.
804.11.2 Post -construction Site Survey: Upon completion of
pile driving activities or construction activities which may create vibrations, perform a Post -construction Site Survey in accordance with
804.11.1 .
804.12 VIBRATION MONITORING . Perform vibration monitoring in
and around sensitive features as indicated in the Vibration Monitoring Plan, the Contract or as directed by the Project Engineer. Sensitive features may include archaeological sites, historic features, utilities, instruments, structures , etc. Use the services of a testing lab and a vibration specialist engineer, acceptable to the Project Engineer to develop the vibration monitoring plan and conduct seismic monitoring of vibrations during pile driving and other heavy equipment operations in areas that are not normally subjected to such operations. Render complete reports and interpretations of the data obtained including the possible effects of the measured vibrations on adjacent and surrounding structures. Acquire baseline vibration data for a period of at least 24 hours prior to beginning construction activities. Perform vibration monitoring during Test Pile and Production Pile driving operations to verify that vibrations from construction activities are below required threshold values. Modify construction methods as necessary to stay below threshold values. Peak particle velocity (PPV) is the maximum rate of change of position of a soil particle with respect to time, measured on the ground. The velocity magnitude is given in units of inches per second. Frequency of vibration is t he number of oscillations that occur in 1 second. The frequency units given are in hertz (cycles per second). Capture master field videos on 1080p High Definition Video or higher, with accompanying audio. Edit captured field videos with audio and video quality maintained on the edited copy. Identify videos on screen with date made. Title edited videos prior to e ach new video sequence and after every 30 minutes of normal video run time. Include in titles the project name and number, tape name and number, location, and date made. Deliver four copies of video, along with a duplicate of the master field video (uned ited), to the Project Engineer.
804.11.2 Post -construction Site Survey: Upon completion of
pile driving activities or construction activities which may create vibrations, perform a Post -construction Site Survey in accordance with
804.11.1 .
804.12 VIBRATION MONITORING . Perform vibration monitoring in
and around sensitive features as indicated in the Vibration Monitoring Plan, the Contract or as directed by the Project Engineer. Sensitive features may include archaeological sites, historic features, utilities, instruments, structures , etc. Use the services of a testing lab and a vibration specialist engineer, acceptable to the Project Engineer to develop the vibration monitoring plan and conduct seismic monitoring of vibrations during pile driving and other heavy equipment operations in areas that are not normally subjected to such operations. Render complete reports and interpretations of the data obtained including the possible effects of the measured vibrations on adjacent and surrounding structures. Acquire baseline vibration data for a period of at least 24 hours prior to beginning construction activities. Perform vibration monitoring during Test Pile and Production Pile driving operations to verify that vibrations from construction activities are below required threshold values. Modify construction methods as necessary to stay below threshold values. Peak particle velocity (PPV) is the maximum rate of change of position of a soil particle with respect to time, measured on the ground. The velocity magnitude is given in units of inches per second. Frequency of vibration is t he number of oscillations that occur in 1 second. The frequency units given are in hertz (cycles per second). Provide seismic monitoring of vibrations during pile driving and other heavy equipment operations in areas subjected to such operations as specif ied on the plans. Use an independent third party Louisiana registered professional engineer to provide complete reports and interpretations of the data obtained including the possible effects of the measured vibrations on adjacent and surrounding structur es.
804.12.1 Equipment and Instrumentation: Provide
seismograph(s) with self -triggering units(s), accepted by the Project Engineer, and capable of recording three mutually perpendicular components (longitude, transverse, and vertical) of ground motion time histories, in terms of particle velocity. Provide units capable of reporting the frequency as well as the peak values for all vibration time histories. The seismographs shall be Type I waveform recorders. It provides a particle velocity wave form or time history of the recorded event, sometimes in conjunction with peak event information. Independent chart recorders with separate motion transducers can be used in place of "stand -alone" monitors like seismographs when accepted by the Project Engineer.
804.12.2 Numb er and Location : Place seismographs and ground
transducers in the ground outside and adjacent to the structure(s) or feature(s) to be monitored on the side facing the construction activity. Monitor structure(s) in accordance with the Vibration Monitori ng Plan, the Contract, and as directed by the Project Engineer. Exact transducer number and locations shall be as directed by the Louisiana registered professional engineer. Vibration monitoring distance (VMD) is the distance from the construction activity to the limits of monitoring. Comply with the limits shown in Table 804 -2, the Contract, and the Vibration Monitoring Plan. Table 804-2 Vibration Monitoring Distance (VMD) Maximum Distance Receptor 200 feet Residential and Commercial Structures 500 feet Historical Structures, Industrial Structures, Sensitive Features, Settlement Sensitive Ground, Utilities, Instruments, & Archeological Sites Provide seismic monitoring of vibrations during pile driving and other heavy equipment operations in areas subjected to such operations as specif ied on the plans. Use an independent third party Louisiana registered professional engineer to provide complete reports and interpretations of the data obtained including the possible effects of the measured vibrations on adjacent and surrounding structur es.
804.12.1 Equipment and Instrumentation: Provide
seismograph(s) with self -triggering units(s), accepted by the Project Engineer, and capable of recording three mutually perpendicular components (longitude, transverse, and vertical) of ground motion time histories, in terms of particle velocity. Provide units capable of reporting the frequency as well as the peak values for all vibration time histories. The seismographs shall be Type I waveform recorders. It provides a particle velocity wave form or time history of the recorded event, sometimes in conjunction with peak event information. Independent chart recorders with separate motion transducers can be used in place of "stand -alone" monitors like seismographs when accepted by the Project Engineer.
804.12.2 Numb er and Location : Place seismographs and ground
transducers in the ground outside and adjacent to the structure(s) or feature(s) to be monitored on the side facing the construction activity. Monitor structure(s) in accordance with the Vibration Monitori ng Plan, the Contract, and as directed by the Project Engineer. Exact transducer number and locations shall be as directed by the Louisiana registered professional engineer. Vibration monitoring distance (VMD) is the distance from the construction activity to the limits of monitoring. Comply with the limits shown in Table 804 -2, the Contract, and the Vibration Monitoring Plan. Table 804-2 Vibration Monitoring Distance (VMD) Maximum Distance Receptor 200 feet Residential and Commercial Structures 500 feet Historical Structures, Industrial Structures, Sensitive Features, Settlement Sensitive Ground, Utilities, Instruments, & Archeological Sites Provide seismic monitoring of vibrations during pile driving and other heavy equipment operations in areas subjected to such operations as specif ied on the plans. Use an independent third party Louisiana registered professional engineer to provide complete reports and interpretations of the data obtained including the possible effects of the measured vibrations on adjacent and surrounding structur es.
804.12.1 Equipment and Instrumentation: Provide
seismograph(s) with self -triggering units(s), accepted by the Project Engineer, and capable of recording three mutually perpendicular components (longitude, transverse, and vertical) of ground motion time histories, in terms of particle velocity. Provide units capable of reporting the frequency as well as the peak values for all vibration time histories. The seismographs shall be Type I waveform recorders. It provides a particle velocity wave form or time history of the recorded event, sometimes in conjunction with peak event information. Independent chart recorders with separate motion transducers can be used in place of "stand -alone" monitors like seismographs when accepted by the Project Engineer.
804.12.2 Numb er and Location : Place seismographs and ground
transducers in the ground outside and adjacent to the structure(s) or feature(s) to be monitored on the side facing the construction activity. Monitor structure(s) in accordance with the Vibration Monitori ng Plan, the Contract, and as directed by the Project Engineer. Exact transducer number and locations shall be as directed by the Louisiana registered professional engineer. Vibration monitoring distance (VMD) is the distance from the construction activity to the limits of monitoring. Comply with the limits shown in Table 804 -2, the Contract, and the Vibration Monitoring Plan. Table 804-2 Vibration Monitoring Distance (VMD) Maximum Distance Receptor 200 feet Residential and Commercial Structures 500 feet Historical Structures, Industrial Structures, Sensitive Features, Settlement Sensitive Ground, Utilities, Instruments, & Archeological Sites The number of seismographs required is dependent on the specific site. As a minimum, two seismographs of Type I are required on site. One seismograph will be used on site with one or more held in reserve for use at a specific complaint or potential complaint location.
804.12.3 Transducer Attachment (Coupling) . Place transducers
on the measurement surface and co ver with heavy sandbags as directed by the Louisiana registered professional engineer.
804.12.4 Particle Velocity Controls and Threshold Limits :
Limit ground particle velocity so that structural damage due to pile driving is avoided. Measure Peak Particle Velo city (PPV) with instrumentation and methods described 804.12.1 . Peak p article velocity shall satisfy the following controls:
1.Limit PPV to values less than a specific control limit at the nearest structure, which is summarized in Table 804-3 for different types of structures.
2.Record p article velocit ies in three mutually perpendicular axes. The maximum allowable peak particle velocity reading will be that of any of the three axes. Table 804-3 Limiting Particle Velocity Structure and Condition Limiting Particle Velocity (in/sec) Historic Structures, Sensitive Features, Sensitive Instruments, and Sensitive Utilities 0.1 Residential Structures 0.5 Commercial and Industrial Structures 2.0 Bridges 2.0
804.12.5 Monitoring Ground Vibrations : Monitor ground
vibrations at specified locations. All three components (longitudinal, transverse, and vertical) of particle velocity shall be measured and recorded. Background vibrations due to passing traffic or other activities should also be monitore d prior to pile driving activities to establish a baseline. The number of seismographs required is dependent on the specific site. As a minimum, two seismographs of Type I are required on site. One seismograph will be used on site with one or more held in reserve for use at a specific complaint or potential complaint location.
804.12.3 Transducer Attachment (Coupling) . Place transducers
on the measurement surface and co ver with heavy sandbags as directed by the Louisiana registered professional engineer.
804.12.4 Particle Velocity Controls and Threshold Limits :
Limit ground particle velocity so that structural damage due to pile driving is avoided. Measure Peak Particle Velo city (PPV) with instrumentation and methods described 804.12.1 . Peak p article velocity shall satisfy the following controls:
1.Limit PPV to values less than a specific control limit at the nearest structure, which is summarized in Table 804-3 for different types of structures.
2.Record p article velocit ies in three mutually perpendicular axes. The maximum allowable peak particle velocity reading will be that of any of the three axes. Table 804-3 Limiting Particle Velocity Structure and Condition Limiting Particle Velocity (in/sec) Historic Structures, Sensitive Features, Sensitive Instruments, and Sensitive Utilities 0.1 Residential Structures 0.5 Commercial and Industrial Structures 2.0 Bridges 2.0
804.12.5 Monitoring Ground Vibrations : Monitor ground
vibrations at specified locations. All three components (longitudinal, transverse, and vertical) of particle velocity shall be measured and recorded. Background vibrations due to passing traffic or other activities should also be monitore d prior to pile driving activities to establish a baseline. The number of seismographs required is dependent on the specific site. As a minimum, two seismographs of Type I are required on site. One seismograph will be used on site with one or more held in reserve for use at a specific complaint or potential complaint location.
804.12.3 Transducer Attachment (Coupling) . Place transducers
on the measurement surface and co ver with heavy sandbags as directed by the Louisiana registered professional engineer.
804.12.4 Particle Velocity Controls and Threshold Limits :
Limit ground particle velocity so that structural damage due to pile driving is avoided. Measure Peak Particle Velo city (PPV) with instrumentation and methods described 804.12.1 . Peak p article velocity shall satisfy the following controls:
1.Limit PPV to values less than a specific control limit at the nearest structure, which is summarized in Table 804-3 for different types of structures.
2.Record p article velocit ies in three mutually perpendicular axes. The maximum allowable peak particle velocity reading will be that of any of the three axes. Table 804-3 Limiting Particle Velocity Structure and Condition Limiting Particle Velocity (in/sec) Historic Structures, Sensitive Features, Sensitive Instruments, and Sensitive Utilities 0.1 Residential Structures 0.5 Commercial and Industrial Structures 2.0 Bridges 2.0
804.12.5 Monitoring Ground Vibrations : Monitor ground
vibrations at specified locations. All three components (longitudinal, transverse, and vertical) of particle velocity shall be measured and recorded. Background vibrations due to passing traffic or other activities should also be monitore d prior to pile driving activities to establish a baseline. The number of seismographs required is dependent on the specific site. As a minimum, two seismographs of Type I are required on site. One seismograph will be used on site with one or more held in reserve for use at a specific complaint or potential complaint location.
804.12.3 Transducer Attachment (Coupling) . Place transducers
on the measurement surface and co ver with heavy sandbags as directed by the Louisiana registered professional engineer.
804.12.4 Particle Velocity Controls and Threshold Limits :
Limit ground particle velocity so that structural damage due to pile driving is avoided. Measure Peak Particle Velo city (PPV) with instrumentation and methods described 804.12.1 . Peak p article velocity shall satisfy the following controls:
1.Limit PPV to values less than a specific control limit at the nearest structure, which is summarized in Table 804-3 for different types of structures.
2.Record p article velocit ies in three mutually perpendicular axes. The maximum allowable peak particle velocity reading will be that of any of the three axes. Table 804-3 Limiting Particle Velocity Structure and Condition Limiting Particle Velocity (in/sec) Historic Structures, Sensitive Features, Sensitive Instruments, and Sensitive Utilities 0.1 Residential Structures 0.5 Commercial and Industrial Structures 2.0 Bridges 2.0
804.12.5 Monitoring Ground Vibrations : Monitor ground
vibrations at specified locations. All three components (longitudinal, transverse, and vertical) of particle velocity shall be measured and recorded. Background vibrations due to passing traffic or other activities should also be monitore d prior to pile driving activities to establish a baseline. Maintain a pile driving log for the full length of penetration and submit daily reports to the Project Engineer on piles driven and vibrations measured in accordance with 804.03.3 . These logs shall be in the form specified in the Pile Installation Plan.
804.12.6 Application of the Particle Velocity Control : If 80
percent of the limiting particle velocity shown in Table 804 -3 for the structure monitored is exceeded for any single axis, cease pile driving operations or the construction activity causing vibration, and notify the Project Engineer with a written report. Include in the report driving information, vibration measurement data, and the proposed corrective action. The Project Engineer will make a determination before proceeding with pile driving operations. If 100 percent of the limiting particle velocity shown in Table 804 -3 for the structure monitored is exceeded or more, cease operations and notify the Project Engineer with a written report. Include in the report driving information, vibration measurement data, and the proposed corrective action. Evaluate alternative pile installation equipment and techniques in case corrective/mitigation action is not effective. Adjusting pile driving operations will be at no additional cost or time to the Department. Do not commence with pile driving operations until the Project Engineer acknowledges in writing that a pile installation change has been implemented. Modify the Pile Installation Plan accordingly. Notify the Project Engineer immediately if visual inspection ind icates that damage to structure(s) may be occurring due to vibrations, or if property owners claim damage due to vibrations. Additional vibration monitoring or construction site survey may be required.
804.12.7 Vibration Monitoring Report: Submit to the Project
Engineer a digital copy and hard copy of a comprehensive report for each structure and feature monitored. Include in each report a discussion of the following:
1.Site conditions and descriptions, including a site map drawn to scale showing the location of the structures and/or s ensitive features and the location of the construction activity.
2.Field procedures and equipment used, including seismograph manufacturer, model and unit serial number.
3.The name of the seismograph operator.
4.A digital and hard copy of all ground vibration time histories, in units of velocity. Maintain a pile driving log for the full length of penetration and submit daily reports to the Project Engineer on piles driven and vibrations measured in accordance with 804.03.3 . These logs shall be in the form specified in the Pile Installation Plan.
804.12.6 Application of the Particle Velocity Control : If 80
percent of the limiting particle velocity shown in Table 804 -3 for the structure monitored is exceeded for any single axis, cease pile driving operations or the construction activity causing vibration, and notify the Project Engineer with a written report. Include in the report driving information, vibration measurement data, and the proposed corrective action. The Project Engineer will make a determination before proceeding with pile driving operations. If 100 percent of the limiting particle velocity shown in Table 804 -3 for the structure monitored is exceeded or more, cease operations and notify the Project Engineer with a written report. Include in the report driving information, vibration measurement data, and the proposed corrective action. Evaluate alternative pile installation equipment and techniques in case corrective/mitigation action is not effective. Adjusting pile driving operations will be at no additional cost or time to the Department. Do not commence with pile driving operations until the Project Engineer acknowledges in writing that a pile installation change has been implemented. Modify the Pile Installation Plan accordingly. Notify the Project Engineer immediately if visual inspection ind icates that damage to structure(s) may be occurring due to vibrations, or if property owners claim damage due to vibrations. Additional vibration monitoring or construction site survey may be required.
804.12.7 Vibration Monitoring Report: Submit to the Project
Engineer a digital copy and hard copy of a comprehensive report for each structure and feature monitored. Include in each report a discussion of the following:
1.Site conditions and descriptions, including a site map drawn to scale showing the location of the structures and/or s ensitive features and the location of the construction activity.
2.Field procedures and equipment used, including seismograph manufacturer, model and unit serial number.
3.The name of the seismograph operator.
4.A digital and hard copy of all ground vibration time histories, in units of velocity. Maintain a pile driving log for the full length of penetration and submit daily reports to the Project Engineer on piles driven and vibrations measured in accordance with 804.03.3 . These logs shall be in the form specified in the Pile Installation Plan.
804.12.6 Application of the Particle Velocity Control : If 80
percent of the limiting particle velocity shown in Table 804 -3 for the structure monitored is exceeded for any single axis, cease pile driving operations or the construction activity causing vibration, and notify the Project Engineer with a written report. Include in the report driving information, vibration measurement data, and the proposed corrective action. The Project Engineer will make a determination before proceeding with pile driving operations. If 100 percent of the limiting particle velocity shown in Table 804 -3 for the structure monitored is exceeded or more, cease operations and notify the Project Engineer with a written report. Include in the report driving information, vibration measurement data, and the proposed corrective action. Evaluate alternative pile installation equipment and techniques in case corrective/mitigation action is not effective. Adjusting pile driving operations will be at no additional cost or time to the Department. Do not commence with pile driving operations until the Project Engineer acknowledges in writing that a pile installation change has been implemented. Modify the Pile Installation Plan accordingly. Notify the Project Engineer immediately if visual inspection ind icates that damage to structure(s) may be occurring due to vibrations, or if property owners claim damage due to vibrations. Additional vibration monitoring or construction site survey may be required.
804.12.7 Vibration Monitoring Report: Submit to the Project
Engineer a digital copy and hard copy of a comprehensive report for each structure and feature monitored. Include in each report a discussion of the following:
1.Site conditions and descriptions, including a site map drawn to scale showing the location of the structures and/or s ensitive features and the location of the construction activity.
2.Field procedures and equipment used, including seismograph manufacturer, model and unit serial number.
3.The name of the seismograph operator.
4.A digital and hard copy of all ground vibration time histories, in units of velocity.
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No
5.A record summary of the maximum value of ground vibration in any one of three directions measured (longitudinal, transverse, or vertical), the frequency associated with the maximum value in hertz, and the measured distance between the seismograph and the construction activity.
6.Construction activities including construction equipment used, environmental conditions such as temperature and relative humidity ranges during construction, and other activities that are not construction related (train activity, heavy traffic, flooding, etc.).
7.Analysis of results with conclusions and recommendations.
8.Any additional inclusions to the report(s) requested by the Project Engineer.
804.12.8 Archiving: Maintain copies of all submittals for at least 5
years, or until all pending litigation is completed.
804.13 Measurement.
804.13.1 Piles: Piles will be measured by the linear foot of installed
and accepted pile below pile cut -off elevation. Redriving of permanent piles used as load test anchorages will not be measured for payment.
804.13.2 Splices: Pile splices will not be measured separately for
payment.
804.13.3 Pile Extensions: No measurement will be made for
extensions necessitated by damage to the pile during driving or overdriving error.
804.13.3 1 Precast Concrete Pile Extensions : Measurement
of cast -in-place extensions on precast concrete piles will be made by the linear foot. The length of the extension is the cast length. The cast length will be the cut b ack plus the extension and will be multiplied by four to determine the quantity for payment. No deduction will be made from the ordered length of pile driven due to cut -back for extension.
804.13.3 2 Steel Pile Extensions : Measurement of extensions
on steel piles will be made by the linear foot. The total number of linear feet of piling driven will be determined by adding 3 foot to the net length of piling for each authorized splice in place in the finished structure.
804.13.4 Pile Cut -Offs: Cut-offs will be measured b y the linear
foot. Measurement will not be made for cut -offs necessitated by crushing, brooming, splitting, or other damage resulting from driving. No measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours. measurement will be made for required cut -offs of cast -in-place concrete pile shells. Cut-offs will rem ain the property of the contractor.
804.13.5 Test Piles and Indicator Piles: Test and indicator piles
are measured per each. Measurement for payment includes removal. Piles pulled and reused as permanent piles will be measured as provided under
804.13.1 .
804.13.6 Static Load Test: Load tests will be measured per each.
The number of lo ad tests will be the number of load tests performed and accepted.
804.13.7 Dynamic Monitoring Assistance : Dynamic Monitoring
Assistance is measured per each satisfactory completion of monitoring. Measurement includes all equipment, material, labor, and time nec essary to complete this item. Dynamic monitoring occurrences that are necessary because of contractor error will not be measured for payment.
804.13.8 Dynamic Monitoring Instrumentation: Dynamic
Monitoring Instrumentation is measured per lump sum, which includes all materials, equipment, tools, and incidentals necessary to complete this item. Quantity of materials and equipment is shown on the plans.
804.13.9 Cone Penetrometer Test Assistance : Measure CPT
Assistance per each satisfactory completion of the test. Measurement includes all equipment, material, labor, and time necessary to complete this item.
804.13.10 Prebored Holes and Jetting: Prebored holes and
jetting will not be measured for payment.
804.13.11 Construction Site Survey: Construction site survey
will be measure d per lump sum.
804.13.12 Vibration Monitoring Vibration monitoring will be
measured per day. A day is defined as a day in which the contractor drives piles for at least 6 hours.
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under:
804.14 PAYMENT. Payment will be made at the contract unit price
which includes all materials, equipment and labor necessary to complete the item.
804.14.1 Piles: Payment will be made at the contract unit price for
the type and size of pile.
804.14.2 Pile Extensions: Payment will be made at the contract
unit price for the type and size of pile extend ed.
804.14.3 Pile Cut -Offs: Payment will be made at the contract unit
price for the type and size of pile cut -off.
804.14.4 Test Piles: Payment for test piles will be made at the
contract unit price.
804.14.5 Indicator Piles: Payment for indicator piles will be made
at the contract unit price. If determined from the driving records and the dynamic monitoring that the indicator pile should be load tested, the price will be negotiated.
804.14.6 Static Load Test: Payment for loading piles will be made
at the contract unit price.
804.14.7 Dynamic Monitoring Assistance: Payment will be
made at the contract unit price. Reimburse the Department for the expenses associated with the delays caused by the contractor.
804.14.8 Dynamic Monitoring Instrumentation: Payment for
dynamic monitoring instrument ation will be made at the contract unit price.
804.14.9 Cone Penetrometer Test Assistance: Payment will be
made at the contract unit price.
804.14.10 Construction Site Survey: Payment for construction
site survey which includes pre -construction and post -construction si te surveys will be made at the contract unit price which includes furnishing materials, tools, equipment, labor, and incidentals required to complete this item.
804.14.11 Vibration Monitoring: Payment for vibration
monitoring will be made at the contract unit pr ice which includes monitoring service, reporting and documentation of results, equipment, material, labor, and time necessary to complete the item. Payment will be made under: Item No. Pay Item Pay Unit 804-01 Precast Concrete Piles (Size) Linear Foot 804-02 Treated Timber Piles (Type) Linear Foot 804-03 Steel Piles (Type and Size) Linear Foot 804-04 Cast-in-Place Concrete Piles (Size) Linear Foot 804-05 Precast Concrete Test Piles (Size) Each 804-06 Timber Test Piles Each 804-07 Steel Test Piles (Type and Size) Each 804-08 Cast-in-Place Concrete Test Piles (Size) Each 804-09 Static Load Test (Type and Size) Each 804-10 Precast Concrete Indicator Piles (Size) Each 804-11 Timber Indicator Piles (Type) Each 804-12 Steel Indicator Piles (Type and Size) Each 804-13 Cast-in-Place Concrete Indicator Piles (Size) Each 804-14 Dynamic Monitoring Assistance Each 804-15 Dynamic Monitoring Instrumentation Lump Sum 804-16 Cone Penetrometer Test (CPT) Assistance Each 804-17 Construction Site Survey Lump Sum 804-18 Vibration Monitoring Day Section 805 Structural Concrete
805.01 DESCRIPTION . Furnish, place, finish, and cure concrete in
bridges, culverts and other structures. Quality assurance requirements shall be as specified in the latest edition of the Department’s publications titled Application of Quality Assurance Specifications for Portland Cement Concrete Pavement and Structures and Application of Quality Assurance Specifications for Precast -Prestressed Concrete Plants. Conform to Section 802 for structural excavation and backfill.
805.02 MATERIALS. Comply with the following sections or
subsections : Steel Joints Section 815 Portland Cement Concrete Section 901 Mortar 1001.03 Joint Materials for Pavements and Structures Section 1005 Waterstops 1005.07 Reinforcing Steel Section 1009 Curing Materials 1011.01 Special Finish for Concrete 1011.03 Metals Section 1013 Steel Stay - in- Place Forms 1013 .28 Concrete Pipe and Precast Reinforced Concrete Drainage Units Section 1016 Flexible Plastic Gasket Material Epoxy Resin Adhesives 1016.01.1 Section 1017 Form Release A gents 1018.06 Geotextile Fabric Section 1019 Use grout conforming t o ASTM C1107. Prepare and test grout cubes in accordance with ASTM C109. Classes of concrete furnished shall be as follows:
Source: Louisiana Standard Specifications for Roads and Bridges, 2016 Edition. Pages 642–669 of 1,145.