455STRUCTURES FOUNDATIONS

Index

Auger Cast Piles ................................ ................................ ........ 455-38 through 455 -50

455-1General

The Contractor may examine available soil samples and rock cores obtained during the soil boring operations at the appropriate District Materials Office.

455-1.1Monitor Existing Structures: Monitor existing structures in accordance with

455-1.2Excavation: Complete all excavation of the foundations prior to installing piles

or shafts unless otherwise authorized by the Engineer. After completing pile/ shaft installation, remove all loose and displaced materials from around the piles/shafts, leaving a clean, solid surface. Compact the soil surface on which concrete is to be placed or which will support the forming system for the concrete to support the l oad of the plastic concrete without settling or causing the concrete to crack, or as shown in the Contract Documents. 455-1.2.1 Abutment (End Bent) Fill : Place and compact the fill before installing end-bent piling/shafts, except when driving specified t est piling in end bents or the Plans show uncased piles through proprietary retaining wall fills. When installing piles/shafts or casing prior to placing fill, take necessary precautions to prevent displacement of piles/shafts during placing and compacting fill materials within 15 feet of the piles/shafts or casing. Reference and check the position of the piles/shafts or casing at three approximately equal intervals during construction of the embankment. Place embankment material in 6 inch compacted lifts in the 15 foot area around the piles/shafts or casing. Compact embankment material within the 15 foot area adjacent to the piles/shafts or casing to the required density with compaction equipment weighing less than 1,000 pounds. When installing piles/ shafts prior to the completion of the surrounding fills, do not cap them until placing the fills as near to final grade as possible, leaving only the necessary working room for construction of the caps. When shown in the Plans, p rovide permanent casings installed prior to placement of the fill, for all drilled shafts through mechanically stabilized fills (for example, behind proprietary retaining walls) for shafts installed after fill placement. Install temporary casings through the completed conventiona l fill when permanent casings are not required. Provide permanent casings, if required, before the fill is placed extending a sufficient distance into the existing ground to provide stability to the casings during construction of the abutment fill. 555 FY 2023-24 Return to Table of Contents

455-1.3Cofferdams : Construct cofferdams as detailed in the Plans. When cofferdams

are not detailed in the Plans, employ a qualified Specialty Engineer to design cofferdams, and to sign and seal the plans and specification requirements. S ubmit the designs to the Engineer for their records before beginning construction. Provide a qualified diver and a safety diver to inspect the conditions of the foundation enclosure or cofferdam when the Contract Documents require a seal for construction. Equip these divers with suitable voice communications, and have them inspect the foundation enclosure and cofferdam periphery including each sheeting indentation and around each piling or drilled shaft to ensure that no layers of mud or other undesirable mate rials were left above the bottom of seal elevation during the excavation process. Also have the divers check to make sure the surfaces of the piles or drilled shafts are sufficiently clean to allow bond of the concrete down to the minimum bottom of seal el evation. Ensure that there are no mounds of stone, shell, or unapproved backfill material left after placement and grading. Assist the Engineer as required to ensure that the seal is placed as specified and evaluate the adequacy of the foundation soils or rock. Correct any deficiencies found by the divers. Upon completion of inspection by the divers, the Department may also elect to inspect the work before authorizing the Contractor to proceed with subsequent construction operations. Submit a written report by the divers to the Engineer indicating the results of their underwater inspection before requesting authorization to place the seal concrete.

455-1.4Vibrations on Freshly Placed Concrete (Drilled Shafts and Piers): Ensure

that freshly placed concrete is not subjected to peak particle velocities greater than 1.5 inches per second from vibration sources located within 30 feet (from the nearest outside edge of freshly placed concrete to the vibration source) until that concrete has attained its final set as defined by ASTM C403 except as required to remove temporary casings before the drilled shaft elapsed time has expired.

455-2Static Compression Load Tests

455-2.1General: Employ a professional testing laboratory, or Specialty Engineer with

prior load test experience on at least three projects, to conduct the load test in compliance with these Specifications, to record all data, and to submit reports of the test results to the Engineer except when the Contract Documents show that the Department will su pply a Geotechnical Engineer to provide these services. Perform the load test by applying a load up to the load required in the Contract Documents or to the failure load, whichever occurs first. Do not apply test loads to piles sooner than 48 hours (or the time interval shown in the Plans) after driving of the test pile or reaction piles, whichever occurs last. Allow up to four weeks after the last load test for the analysis of the load test data and to provide all the estimated production tip elevati ons. If the Contractor is willing to construct production foundation elements in areas designated by the Engineer, tip elevations will be determined in these areas beginning seven days after the receipt of the load test data which represents the designated area. Do not begin static load testing of drilled shafts until the concrete has attained a compressive strength of 3,400 psi. The Contractor may use high early strength concrete to obtain this strength at an earlier time to prevent testing delays. Load test piles/shafts in the order directed by the Engineer. Unless shown otherwise in the Contract Documents, provide all equipment, materials, labor, and technical personnel required to conduct the load tests, including determination of anchor reaction mem ber 556 FY 2023-24 Return to Table of Contents depths. In this case, provide a loading apparatus designed to accommodate the maximum load plus an adequate safety factor. While performing the load test, provide safety equipment, and employ safety procedures consistent with the latest approved practices for this work. Include with these safety procedures , adequate support for the load test plates and jack to prevent them from falling in the event of a release of load due to hydraulic failure, test pile/shaft failure, or any other cause. Include in the bid the cost of transporting load test equipment and instrumentation supplied by the Department from their storage location to the job site and back. Handle these items with care. The Contractor is responsible for the safe return of these items. After completion of the static load tests, return all Department furnished equipment in satisfactory operating condition. Repair all damage to the test equipment furnished by the Department to the satisfaction of the Engineer. Clean all areas of ru st on structural steel items, and recoat those areas in accordance with Section 560. Return all load test equipment supplied by the Department within 30 days after completing the load tests. The Contractor is responsible for the equipment from the time i t leaves its storage area until the time it is returned. During this time, insure the equipment against loss or damage for the replacement cost thereof (the greater of $150,000 or the amount shown in the Plans) or for the full insurable value if replacement cost insurance is not available. Notify the Engineer at the preconstruction conference , or no later than 30 days before beginning test pile installation , of the proposed testing schedule so that items supplied by the Department may be reserve d. Notify the Department at least ten working days before pick -up or return of the equipment. During pick -up, the Department will complete a checklist of all equipment placed in the Contractor’s possession. The Department will later use this checklist to verify that the Contractor has returned all equipment. Provide personnel and equipment to load or unload the equipment at the Department’s storage location. Provide lifting tongs or nylon slings to handle Department owned test girders. Do not perform cuttin g, welding, or drilling on Department owned girders, jacks, load cells, or other equipment.

455-2.2Loading Apparatus: Provide an apparatus for applying the vertical loads as

described in one of the following:

accommodate a load at least 20% higher than the test load shown in the Plans or described herein for test loads:

Platform: Construct a test box or test platform, resting on a suitable support, over the pile, and load it with material with a total weight greater than the anticipated maximum test load. Locate supports for the weighted box or platform at lea st 6 feet or three pile/shaft diameters, whichever is greater, measured from the edge of the pile or shaft to the edge of the supports. Insert a hydraulic jack with pressure gauge between the test pile or shaft and the underside of the reaction beam, and a pply the load to the pile or shaft by operating the jack between the reaction beam and the top of the pile or shaft.

Against Anchored Reaction Member: Construct reaction member anchorages in accordance with article 6.3 of ASTM D1143 . Attach a girder(s) of sufficient strength to act as a reaction beam to the upper ends of the anchor piles or shafts. Insert a hydraulic jack with pressure gauges between 557 FY 2023-24 Return to Table of Contents the head of the test pile/shaft and th e underside of the reaction beam, and apply the test load to the pile/shaft by operating the jack between the reaction beam and the pile/shaft head. If using drilled shafts with bells as reaction member anchorages, locate the top of the bell of any rea ction shaft anchorage at least three shaft diameters below the bottom of the test shaft.

devices (a) and (b), as described above, to apply the test load to the pile or shaft.

Engineer: When necessary, provide horizontal supports for loading the pile/shaft, and space them so that the ratio of the unsupported length to the minimum radius of gyration of the pile does not exceed 120 for steel piles, and the unsupported length to the least cross-section dimension does

not exceed 20 for concrete piles or drilled shafts. Ensure that horizontal supports provide full

support without restraining the vertical movement of the pile in any way.

When required by the Contract Documents, apply a horizontal load

to the shaft either separately or in conjunction with the vertical load. Apply the load to the test

shaft by hydraulic jacks, jacking against Contractor provided reaction devices. After receiving

the Engineer’s approval of the proposed method of load application, apply the horizontal load in

increments, and relieve it in decrements as required by the Contract Documents.

455-2.2.1 Modified Quick Test:

longitudinal axis of the tested pile/shaft to accurately determine and control the load acting on

the pile/shaft at any time. Place the load on the pile/shaft continuously, in increments equal to

approximately 5% of the maximum test load specified until approaching the failure load, as

indicated by the measuring apparatus and/or instruments. Then, apply increments of

approximately 2.5% until the pile/shaft “plunges” or attains the limiting load. The Engineer may

elect to stop the loading increments when he determines the Contractor has met the failure

criteria or when a settlement equal to 10% of the pile/shaft width or diameter is reached. Apply

each load increment immediately after taking and verifying the complete set of readings from all

gauges and instruments. Apply each increment of load within the minimum length of time

practical, and immediately take the readings. Complete the addition of a load increment and the

completion of the readings within 5 to 15 minutes. The Engineer may elect to hold the maximum

applied load up to one hour.

Remove the load in decrements of about 10% of the maximum test

load. Remove each decrement of load within the minimum length of time practical, and

immediately take the readings. Complete the removal of a load decrement and the taking of the

readings within 5 to 15 minutes. The Engineer may also require up to two reloading cycles with

five loading increments and three unloading decrements. Record the final recovery of the

pile/shaft until movement is essentially complete for a period up to one hour after the last unload

interval.

herein to establish the failure load. The failure load is defined as the load that causes a pile/shaft

top deflection equal to the calculated elastic compression plus 0.15 inches plus 1/120 of the

pile/shaft minimum width or the diameter in inches for piles/shafts 24 inches or less in width,

and equal to the calculated elastic compression plus 1/30 of the pile/shaft minimum width or

diameter for piles/shafts greater than 24 inches in width. Consider the nominal resistance of any

pile/shaft so tested as either the maximum applied load or the failure load, whichever is smaller. 558FY 2023-24Return to Table of Contents

455-2.3Measuring Apparatus: Provide an apparatus for measuring movement of the

test piles/shafts that consists of all of the following devices:

supports located at a distance at least:

diameter or width.

three shaft diameters.

Locate the wire supports as far as practical from reaction beam anchorages. At

over-water test sites, the Contractor may attach the wire line as directed by the Engineer to the

sides of the service platform. Mount the wire with a pulley on one support and a weight at the

end of the wire to provide constant tension on the wire. Ensure that the wire passes across the

face of a scale mounted on a mirror attached to the test pile/shaft so that readings can be made

directly from the scale. Use the scale readings as a check on an average of the dial readings.

When measuring both horizontal and vertical movement, mount separate wires to indicate each

movement, horizontal or vertical. Measure horizontal movements from two reference wires set

normal to each other in a horizontal.

as detailed in the Plans or approved by the Engineer to independent supports. For piles, install

the greater of 3.5 times the pile diameter or width or 10 feet from the centerline of the test pile.

For drilled shafts, install at the greater of three shaft diameters or 12 feet from the centerline of

the shaft to be tested. Locate the reference beam supports as far as practical from reaction beam

anchorages. For over-water test sites, the Contractor may attach the reference beams as directed

by the Engineer between two diagonal platform supports. Attach dial gauges, with their stems

resting either on the top of the pile/shaft or on lugs or similar reference points on the pile/shaft,

to the fixed beams to record the movement of the pile/shaft head. Ensure that the area on the

pile/shaft or lug on which the stem bears is a smooth surface which will not cause irregularities

in the dial readings.

Provide a minimum of four dial gauges, each with 0.001 inch divisions

and with 2 inch minimum travel, placed at 90 degree intervals for measuring vertical or

horizontal movement.

near the top of the test pile/shaft (on plan datum) by survey level at each load and unload interval

during the load test. Unless approved otherwise by the Engineer, level survey precision is

0.001 foot. Alternately, the surveyor may read an engineer’s 50 scale attached near the pile/shaft

head. Determine the first elevation before applying the first load increment; make intermediate

readings immediately before a load increment or an unload decrement, and after the final unload

decrement that completely removes the load. Make a final reading at the time of the last recovery

reading or as directed by the Engineer.

For over-water test sites, when shown in the Plans or directed by the

Engineer, the Contractor shall drive an H pile through a 36 inch casing to provide a stable

support for the level and to protect it against wave action interfering with level measurements.

Provide a suitable movable jig for the surveyor to stand. Use a jig that has a minimum of three

legs, has a work platform providing at least 4 feet width of work area around the casing, and is

approved by the Engineer before use. The described work platform may be supported by the

protective casing when approved by the Engineer. 559FY 2023-24Return to Table of Contents

455-2.4Load Test Instrumentation:

on top of the pile/shaft and, when provided in the Contract Documents, its distribution between

side friction and end bearing to provide evaluation of the preliminary design calculations and

settlement estimates and to provide information for final pile/shaft length design. Ensure that the

instrumentation is as described in the Contract Documents.

When requested by the Engineer, provide assistance during installation of

any instrumentation supplied by the Department. Supply 110 V, 60 Hz, 30 A of AC electric

power in accordance with the National Electric Code (NEC) to each test pile/shaft site during the

installation of the instrumentation, during the load testing, and during any instrumented redrives

ordered by the Engineer.

Place all of the internal instrumentation on the rebar cage before

installation in the test shaft. Construct the rebar cage at least two days before it is required for

construction of the test shaft. Provide assistance during installation of instrumentation supplied

by the Department, including help to string, place, and tie the instrumentation and any assistance

needed in moving or repositioning the cage to facilitate installation. Place the rebar cage in one

segment complete with its instrumentation. The Engineer may require multiple lift points and/or

a suitable “stiffleg” (length of H pile or other suitable section) to get the cage in a vertical

position without causing damage to the instrumentation. Successfully demonstrate the lifting and

handling procedures before the installing instrumentation.

deliver the required test load to the pile/shaft unless shown otherwise in the Plans. Before load

testing begins, submit a certificate from a reputable testing laboratory showing a calibration of

gauge readings for all stages of jack loading and unloading for jacks provided. Ensure that the

jack has been calibrated within the preceding six months unless approved otherwise. Recalibrate

the jack after completing load testing if so directed by the Engineer. Ensure that the accuracy of

the gauge is within 5% of the true load.

Provide an adequate load cell approved by the Engineer that has been

calibrated within the preceding six months. Provide an approved electrical readout device for the

load cell. Submit a certificate from an independent testing laboratory showing a calibration of

readings for all stages of loading and unloading for load cells furnished by the Contractor and

obtain the approval of the Engineer before beginning load testing. Ensure that the accuracy of the

load cell is within 1% of the true load.

that consist of an unstressed steel rod placed, greased for reducing friction and corrosion, with

appropriate clearance inside a constant-diameter pipe that rests on a flat plate attached to the end

of the pipe at the point of interest shown in the Contract Documents. Construct telltales in

accordance with the Contract Documents. Install dial gauges reading to 0.001 inch with 1 inch

minimum travel as directed by the Engineer to measure the movement of the telltale with respect

to the top of the pile/shaft.

install strain gauges in the test shaft to measure the distribution of the load. Ensure that the type,

number, and location of the strain gauges are as shown in the Plans or as directed by the

Engineer. Use strain gauges that are waterproof and have suitable shielded cable that is unspliced

within the shaft. 560FY 2023-24Return to Table of Contents

455-2.5Support Facilities: Furnish adequate facilities for making load and settlement

readings 24 hours per day. Provide such facilities for the instrumented area, and include lighting

and shelter from rain, wind, and direct sunlight.

455-2.6Load Test Personnel Furnished by the Contractor: Provide a certified welder,

together with necessary cutting and welding equipment, to assist with the load test setup and to

make any necessary adjustments during the load test. Provide personnel to operate the jack,

generators, and lighting equipment, and also provide one person with transportation to assist as

required during load test setup and conducting of the load tests. Provide qualified personnel, as

determined by a Specialty Engineer or testing lab, required to read the dial gauges, take level

measurements, and conduct the load test, except when the Contract Documents show that the

Department will provide these personnel.

455-2.7Cooperation by the Contractor: Cooperate with the Department, and ensure

that the Department has access to all facilities necessary for observation of the conduct and the

results of the test.

455-2.8Required Reports: Submit a preliminary static load test report to the Engineer

within five days after completing the load test. When the Contract Documents do not require

internal instrumentation, submit the final report within ten days after completing the load test.

Submit the final report of test results for internally instrumented shafts within 30 days after

completing the load test. Include in the report of the load test the following information:

readings, and the load and recovery readings taken during the loading and unloading of the

pile/shaft.

pile/shaft top movement as measured by the average of the dial gauge readings, from wireline

readings and from level readings.

pile/shaft compression and pile/shaft tip movement.

pile/shaft.

test, the weather conditions prevailing during the load test, and the effect of weather conditions

on the load test.

other equipment requiring calibration.

pile/shaft, furnish all of the data taken during the load test together with instrument calibration

certifications. In addition, submit a report showing an analysis of the results of axial load and

lateral load tests in which soil resistance along and against the pile/shaft is reported as a function

of deflection.

Submit the necessary reports prepared by the Specialty Engineer responsible for

collection and interpretation of the data, except when the Contract Documents show that the

Department will provide a Geotechnical Engineer.

455-2.9Disposition of Loading Material: Remove all equipment and materials, which

remains the Contractor’s property, from the site. Clean up and restore the site to the satisfaction

of the Engineer. 561FY 2023-24Return to Table of Contents

455-2.10Disposition of Tested Piles/Shafts: After completing testing, cut off the tested

piles/shafts, which are not to be incorporated into the final structure, and any reaction piles/shafts

at an elevation 24 inches below the finished graded surface or as shown in the Plans. Take

ownership of the cut-offs and provide areas for their disposal.

455-3Description

Furnish and install concrete, steel, or wood piling including driving, jetting, preformed

pile holes, cutting off, splicing, dynamic load testing, and static load testing of piling. Prior to

driving, clearly mark the piles to facilitate inspection. Provide individual straight-line marks at 1-

ft intervals numbered at least every 5 ft. Use markers or lumber crayons or paint marks that can

be easily observed by the inspector. Ensure marks are spaced uniformly and perpendicular to the

face of the pile. Face pile so that the pile markings are easily visible to the pile inspector. When

set checks or practical refusal checks are required, provide inch marks as directed by the

Engineer.

In the event a pile is broken or otherwise damaged by the Contractor to the extent that the

damage is irreparable, in the opinion of the Engineer, the Contractor shall extract and replace the

pile at no additional expense to the Department. In the event that a pile is mislocated by the

Contractor, the Contractor shall extract and replace the pile, at no expense to the Department,

except when a design change proposed by the Contractor is approved by the Department as

provided in 455-5.16.5.

455-4Classification

The Department classifies piling as follows:

455-5General Requirements

455-5.1Predrilling of Pile Holes: Predrilled pile holes are either starter holes to the

depth described in this Subarticle or holes drilled through embankment/fill material down to the

natural ground surface at no additional cost to the Department. When using low displacement

steel piling such as structural shapes, drive them through the compacted fill without the necessity

of drilling holes through the fill except when the requirements for predrilling are shown in the

Plans. When using concrete or other high displacement piles, drill pile holes through fill, new or

existing, to at least the elevation of the natural ground surface. Use the range of drill diameters

listed below for square concrete piles. 562FY 2023-24Return to Table of Contents

12 inch square piles ......................... 15 to 17 inches

14 inch square piles ......................... 18 to 20 inches

18 inch square piles ......................... 22 to 26 inches

20 inch square piles ......................... 24 to 29 inches

24 inch square piles ......................... 30 to 34 inches

30 inch square piles ......................... 36 to 43 inches

For other pile sizes, use the diameter of the drills shown in the Plans or approved

by the Engineer. Accurately drill the pile holes with the hole centered over the Plan location of

the piling. Maintain the location and vertical alignment within the tolerances allowed for the

piling.

For predrilled holes required through rock or other hard (i.e. debris, obstructions,

etc.) materials that may damage the pile during installation, predrill hole diameters

approximately 2 inches larger than the largest dimension across the pile cross-section. Fill the

annular space around the piles as described in 455-5. 10.1 with clean A-3 sand or sand meeting

the requirements of 902-3.3.

In the setting of permanent and test piling, the Contractor may initially predrill

holes to a depth up to 20% of the test pile length, unless required otherwise by the Engineer or

the Plans. Predrill holes for production piles in the same manner as the test piles. Where

installing piles in compacted fill, predrill the holes to the elevation of the natural ground surface.

With prior written authorization from the Engineer, the Contractor may predrill holes to greater

depths to minimize the effects of vibrations on existing structures adjacent to the work and/or for

other reasons the Contractor proposes.

455-5.2Underwater Driving: Underwater driving is defined as any driving through

water which is above the pile head at the time of driving.

When conducting underwater driving, provide a diver equipped with voice

communications to aid in placing the hammer back on the pile for required cushion changes or

for subsequent redriving, to attach or recover instrumentation the Engineer is using, to inspect

the condition of the pile, or for other assistance as required.

Select one of the following methods for underwater driving:

and piling longer than authorized so that the piling will extend above the water surface during

final driving. When choosing this option, furnish a pile hammer that satisfies the requirements of

this Section for use with the longer pile.

the requirements of this Section and is approved by the Engineer. When choosing this option,

provide at least one pile longer than authorized at each pile group, extending above the water

surface at final driving. At each group location, drive the longer pile first. The Engineer will

evaluate the adequacy of the underwater driving system. The Engineer may use the pile tip

elevation of the longer pile that the Contractor has driven and the Engineer has accepted, to

evaluate the acceptability of the piles driven with the underwater hammer.

with a suitable approved pile follower. When choosing this option, provide at least one pile

longer than required at each pile group, extending above the water surface at final driving. At

each group location, drive the full length pile first without using the follower. The Engineer will

evaluate the adequacy of the follower used for underwater driving. The Engineer may choose to 563FY 2023-24Return to Table of Contents

perform a dynamic load test on the first pile the Contractor drives with the follower in each

group. The Engineer may use the pile tip elevation of the longer pile, that the Contractor has

driven and the Engineer has accepted, to evaluate the acceptability of the piles driven with the

follower.

Prior to use, submit details of the follower for the Engineer’s evaluation and

approval along with the information required in 455-10. Include the weight, cross-section details,

stiffness, type of materials, and dimensions of the follower.

455-5.3Pile Hammers: All equipment is subject to satisfactory field performance during

and without dynamic testing. Use a variable energy hammer to drive concrete piles. Hammers

will be rated based on the theoretical energy of the ram at impact. Supply driving equipment

which provides the required resistance at a blow count ranging from 3 blows per inch (36 blows

per foot) to 10 blows per inch (120 blows per foot) at the end of initial drive, unless approved

otherwise by the Engineer after satisfactory field trial. Ensure the hammer is capable of driving

to a resistance equal to at least 2.0 times the factored design load plus the scour and down drag

resistance shown in the Contract Documents, without overstressing the piling in compression or

tension and without reaching or exceeding 20 blows per inch. When the Engineer determines the

stroke height or bounce chamber pressure readings do not adequately determine the energy of the

hammer, provide and maintain a device to measure the velocity of the ram at impact. Determine

the actual hammer energy in the field so that it is consistent with the hammer energy used for

each bearing capacity determination. When requested, submit to the Engineer all technical

specifications and operating instructions related to hammer equipment.

455-5.3.1 Air/steam: Variable energy air/steam hammers shall be capable of

providing at least two ram stroke lengths. The short ram stroke length shall be approximately

half of the full stroke for hammers with strokes up to 4 feet and no more than 2 feet for hammers

with maximum strokes lengths over 4 feet. Operate and maintain air/steam hammers within the

manufacturer’s specified ranges. Use a plant and equipment for steam and air hammers with

sufficient capacity to maintain, under working conditions, the hammer, volume and pressure

specified by the manufacturer. Equip the plant and equipment with accurate pressure gauges

which are easily accessible to the Engineer. The Engineer will not accept final bearing on piles

the Contractor drives with air/steam hammers unless the Contractor operates the hammers within

10% of the manufacturer’s rated speed in blows per minute, unless otherwise authorized by the

Engineer. Provide and maintain in working order for the Engineer’s use an approved device to

automatically determine and display the blows per minute of the hammer.

455-5.3.2 Diesel: Variable energy diesel hammers shall have at least three fuel

settings that will produce reduced strokes. Operate and maintain diesel hammers within the

manufacturer’s specified ranges. Determine the rated energy of diesel hammers using measured

ram stroke length multiplied by the weight of the ram for open end hammers and by methods

recommended by the manufacturer for closed end hammers.

Provide and maintain in working order for the Engineer’s use an approved

device to automatically determine and display ram stroke for open-end diesel hammers.

Equip closed-end (double acting) diesel hammers with a bounce chamber

pressure gauge, in good working order, mounted near ground level so the Engineer can easily

read it. Also, submit to the Engineer a chart, calibrated to actual hammer performance within

30 days prior to initial use, equating bounce chamber pressure to either equivalent energy or

stroke for the closed-end diesel hammer to be used. 564FY 2023-24Return to Table of Contents

455-5.3.3 Hydraulic: Variable energy hydraulic hammers shall have at least three

hydraulic control settings that provide for predictable energy or equivalent ram stroke. The

shortest stroke shall be a maximum of 2 feet for the driving of concrete piles. The remaining

strokes shall include full stroke and approximately halfway between minimum and maximum

stroke.

Supply hammer instrumentation with electronic read out, and control unit

that allows the Engineer to monitor, and the operator to read and adjust the hammer energy or

equivalent ram stroke. When pressure measuring equipment is required to determine hammer

energy, calibrate the pressure measuring equipment before use.

455-5.3.4 Vibratory: Vibratory hammers of sufficient capacity (force and

amplitude) may be used to drive steel sheet piles and, with approval of the Engineer, to drive

steel bearing piles a sufficient distance to get the impact hammer on the pile (to stick the pile).

The Engineer will determine the allowable depth of driving using the vibratory hammer based on

site conditions. However, in all cases, use a power impact hammer for the last 15 feet or more of

the final driving of steel bearing piles for bearing determinations after all piles in the bent/pier

have been driven with a vibratory hammer. Do not use vibratory hammers to install concrete

piles, or to install support or reaction piles for a load test.

455-5.4Cushions and Pile Helmet:

455-5.4.1 Capblock: Provide a capblock (also called the hammer cushion) as

recommended by the hammer manufacturer. Use commercially manufactured capblocks

constructed of durable manmade materials with uniform known properties. Do not use wood

chips, wood blocks, rope, or other material which permit excessive loss of hammer energy. Do

not use capblocks constructed of asbestos materials. Obtain the Engineer’s approval for all

proposed capblock materials and proposed thickness for use. Maintain capblocks in good

condition, and replace them when charred, melted, or otherwise significantly deteriorated. The

Engineer will inspect the capblock before driving begins and weekly or at appropriate intervals

determined by the Engineer based on field trial. Replace or repair any capblock which loses more

than 25% of its original thickness, in accordance with the manufacturer’s instructions, before

permitting further driving.

455-5.4.2 Pile Cushion: Provide a pile cushion that is adequate to protect the pile

from being overstressed in compression and tension during driving. Use a pile cushion sized so

that it will fully fill the lateral dimensions of the pile helmet minus one inch but does not cover

any void or hole extending through the top of the pile. Determine the thickness based upon the

hammer-pile-soil system. For driving concrete piles, use a pile cushion made from pine plywood

or oak lumber. Alternative materials may be used with the approval of the Engineer. Obtain the

Engineer’s approval for all pile cushions. Do not use materials previously soaked, saturated or

treated with oil. Maintain pile cushions in good condition and replace them when charred,

splintered, excessively compressed, or otherwise deteriorated to the point it will not protect the

pile against overstressing in tension or compression. Protect cushions from the weather, and keep

them dry. Do not soak the cushions in any liquid. Provide a new cushion for each pile unless

approved otherwise by the Engineer after satisfactory field trial during dynamic testing.

During dynamic load tests, replace the pile cushion when any of the pile

stress measurements exceed the maximum allowed pile stress determined by 455-5.12.2. When

driving a pile without dynamic testing, replace the pile cushion when the cushion is either

compressed more than one-half the original thickness, begins to burn, or as directed by the

Engineer after field performance. 565FY 2023-24Return to Table of Contents

Reuse pile cushions in good condition to perform all set-checks and

redrives. Use the same cushion to perform the set-check or redrive as was used during the initial

driving, unless this cushion is unacceptable due to deterioration, in which case use a similar

cushion.

455-5.4.3 Pile Helmet: Provide a pile helmet suitable for the type and size of

piling being driven. Use a pile helmet deep enough to adequately contain the required thickness

of pile cushion and to assist in maintaining pile-hammer alignment. Use a pile helmet that fits

loosely over the pile head and is at least 1 inch larger than the pile dimensions. Use a pile helmet

designed so that it will not restrain the pile from rotating.

455-5.5Leads: Provide pile leads constructed in a manner which offers freedom of

movement to the hammer and that have the strength and rigidity to hold the hammer and pile in

the correct position and alignment during driving. When using followers, use leads that are long

enough and suitable to maintain position and alignment of the hammer, follower, and pile

throughout driving.

455-5.6Followers: When using followers, perform dynamic load testing as per 455-5.14

Obtain the Engineer’s approval for the type of follower, when used, and the method of

connection to the leads and pile. Use followers constructed of steel with an adequate cross-

section to withstand driving stresses. When driving concrete piles, ensure that the cross-sectional

area of the follower is at least 18% of the cross-sectional area of the pile. When driving steel

piles, ensure that the cross-sectional area of the follower is greater than or equal to the cross-

sectional area of the pile. Provide a pile helmet at the lower end of the follower sized according

to the requirements of 455-5.4.3. Use followers constructed that maintain the alignment of the

pile, follower, and hammer and still allow the pile to be driven within the allowable tolerances.

Use followers designed with guides adapted to the leads that maintain the hammer, follower, and

the piles in alignment.

Use information from dynamic load tests described in 455-5.14 to evaluate the

adequacy of the follower and to determine pile capacity.

455-5.7Templates and Ground Elevations: Provide a fixed template, adequate to

maintain the pile in proper position and alignment during driving with swinging leads or with

semi-fixed leads. The Engineer may allow the use of templates attached to a barge if the

Contractor demonstrates satisfactory that the pile alignment, and the elevation and horizontal

position of the template can be maintained during all pile driving operations. Where practical,

place the template so that the pile can be driven to cut-off elevation before removing the

template. Ensure that templates do not restrict the vertical movement of the pile.

Supply a stable reference close to the pile, which is satisfactory in the opinion of

the Engineer, for determination of the pile penetration. At the time of driving piles, furnish the

Engineer with elevations of the original ground and template at each pile or pile group location.

Note the highest and lowest elevation at each required location and the ground elevation at all

piles.

455-5.8Water Jets: Use jet pumps, supply lines, and jet pipes that provide adequate

pressure and volume of water to freely erode the soil. Do not perform jetting without prior

approval by the Engineer or unless allowed by the Plans.

Do not perform jetting in the embankment or for end bents. Where conditions

warrant, with approval by the Engineer, perform jetting on the holes first, place the pile therein,

then drive the pile to secure the last few feet of penetration. Only use one jet for prejetting or

jetting through piles constructed with a center jet-hole. Use two jets when using external jets. 566FY 2023-24Return to Table of Contents

When jetting and driving, position the jets slightly behind the advancing pile tip (approximately

3 feet or as approved by the Engineer). When using water jets in the driving, determine the pile

bearing only from the results of driving after withdrawing the jets, except where using jets to

continuously eliminate soil resistance through the scour zone, ensure that they remain in place as

directed by the Engineer and operating during pile bearing determination. Where practical,

perform jetting on all piles in a pile group before driving begins. When large pile groups or pile

spacing and batter make this impractical, or when the Plans specify a jet-drive sequence, set

check a sufficient number of previously driven piles in a pile group to confirm their capacity

after completing all jetting.

455-5.9Penetration Requirements: Measure the penetration of piles from the elevation

of the natural ground, the existing surface, the deepest scour elevation shown in the Pile Data

Table, or the bottom of excavation, whichever is lowest. When the Contract Documents show a

minimum pile tip elevation, drive the tip of the pile to this minimum elevation. The Engineer will

accept the bearing of a pile only if the Contractor achieves the required bearing when the tip of

the pile is at or below the specified minimum tip elevation and below the bottom of the

preformed or predrilled pile hole.

When the Plans do not show a minimum tip elevation, ensure that the penetration

is at least 10 feet into firm bearing material or at least 20 feet into soft material unless otherwise

permitted by the Engineer. The Engineer may accept a penetration between 15 feet and 20 feet

when there is an accumulation of five consecutive feet or more of firm bearing material. Firm

bearing material is any material offering a driving resistance greater than or equal to 30 tons per

square foot of gross pile area as determined by the Dynamic Load Testing (455-5.12.4). Soft

material is any material offering less than these resistances. The gross pile area is the actual pile

tip cross-sectional area for solid concrete piles, the product of the width and depth for H piles,

and the area within the outside perimeter for pipe piles and voided concrete piles.

Do not drive piles beyond practical refusal. To meet the requirements in this

Subarticle, provide penetration aids, such as jetting or preformed pile holes, when piles cannot be

driven to the required penetration without reaching practical refusal.

If the Contractor encounters unforeseeable, isolated obstructions that the

Contractor cannot practically penetrate by driving, jetting, or preformed pile holes, and the

Contractor must remove the pile to obtain the required pile penetration, the Department will pay

the costs for such removal as Unforeseeable Work.

455-5.10Preformed Pile Holes:

455-5.10.1 Description: Preformed pile holes serve as a penetration aid when all

other pile installation methods fail to produce the desired penetration and when authorized by the

Engineer to minimize the effects of vibrations on adjacent structures. Preformed pile holes are

necessary when the presence of rock or strong strata of soils will not permit the installation of

piles to the desired penetration by driving or a combination of jetting and driving, when

determined necessary by the Engineer, or when authorized by the Engineer to minimize the

effects of vibrations on adjacent existing structures. The Engineer may require preformed holes

for any type of pile. Drive all piles installed in preformed pile holes to determine that the bearing

requirements have been met.

For preformed holes which are required through material that caves during

driving to the extent that the preformed hole does not serve its intended purpose, case the hole

from the surface through caving material. After installing the pile to the bottom of the casing,

remove the casings unless shown otherwise in the Plans. Determine bearing of the pile after 567FY 2023-24Return to Table of Contents

removing the casing unless shown otherwise in the Plans. Fill all voids between the pile and soil

remaining after driving through preformed holes with clean A-3 sand or sand meeting the

requirements of 902-3.3, after the pile has achieved the required minimum tip elevation, unless

grouting of preformed pile holes is shown in the Plans. If pile driving is interrupted during sand

placement, drive the pile at least 20 additional blows after filling all of the voids between the pile

and soil with sand at no additional cost to the Department.

455-5.10.2 Provisions for Use of Preformed Pile Holes: The Department

generally anticipates the necessity for preformed pile holes and includes directions in the

Contract Documents. The Department will pay for preformed pile holes when the Contractor

establishes that the required results cannot be obtained when driving the load bearing piles with

specified driving equipment, or if jetting is allowed, while jetting the piles and then driving or

while jetting the piles during driving.

455-5.10.3 Conditions Under Which Payment Will Be Made: The Department

will make payment for preformed pile holes shown in the Plans, required by the Engineer or

where the Contractor demonstrates that such work is necessary to achieve the required

penetration without overstressing the pile. The Department considers, but does not limit to, the

following conditions as reasons for preformed pile holes:

jetting equipment.

Engineer considers not sufficiently thick to support the structure.

material containing holes, cavities or unstable soft layers.

structure.

structures.

455-5.10.4 Construction Methods: Construct preformed pile holes by drilling, or

driving and withdrawing a suitable punch or chisel at the locations of the piles. Construct a hole

that is equal to or slightly greater than the largest pile dimension for the entire length of the hole

and of sufficient depth to obtain the required penetration. Carefully form the preformed hole by

using a drill or punch guided by a template or other suitable device, and do not exceed the

minimum dimensions necessary to achieve the required penetration of the pile. When the Plans

call for grouting the preformed pile holes, provide a minimum pile hole dimension 2 inches

larger than the largest pile dimension. Construct the holes at the Plan position of the pile and the

tolerances in location, and ensure the hole is straight and that the batter is the same as specified

for the pile. Loose material may remain in the preformed pile hole if the conditions in 455-5.10.1

are satisfied.

455-5.10.5 Grouting of Pile Holes: Clean and grout preformed pile holes for

bearing piles, when the Plans require grouting after driving. Use grout that meets the

requirements of 455-40 to 455-42 and has a minimum compressive strength of 3,000 psi at

28 days or as specified in the Plans. Prepare cylinders and perform QC testing in accordance

with 455-43. LOT size and verification will be in accordance with 455-43. Pump the grout

through three or more grout pipes initially placed at the bottom of the preformed hole. The

Contractor may raise the grout pipes when necessary to prevent clogging and to complete the 568FY 2023-24Return to Table of Contents

grouting operations. Maintain the grout pipes below the surface of the previously placed grout.

Continue grouting until the grout reaches the ground surface all around the pile. Provide divers to

monitor grouting operations when the water depth is such that it is impractical to monitor from

the ground surface. When grouting is shown in the Plans, include the cost in the price for piles.

In the event that the Engineer determines the Contractor must grout and the required grouting is

not shown in the Plans, the Department will pay for the grouting work as Unforeseeable Work.

455-5.11Bearing Requirements:

455-5.11.1 General: Drive piles to provide the bearing required for carrying the

loads shown in the Plans. For all types of bearing piles, consider the driving resistance as

determined by the methods described herein sufficient for carrying the specified loads as the

minimum bearing which is accepted for any type of piles. Determine pile bearing using the

method described herein or as shown in the Plans.

For foundations requiring 100% dynamic testing of production piles, the

Engineer may accept a driven pile when the pile has achieved minimum penetration and the

minimum required bearing for 6 inches of consecutive driving, or when the minimum penetration

is achieved, driving has reached practical refusal in firm material and the bearing capacity is

obtained in all the refusal blows.

For foundations not requiring 100% dynamic testing of production piles,

the Engineer may accept a driven pile when the pile has achieved minimum penetration, the blow

count is generally the same or increasing and the minimum required bearing capacity obtained

for 24 inches of consecutive driving. At the discretion of the Engineer, the driven pile may be

accepted when the minimum penetration is achieved and driving has reached practical refusal in

firm material.

The Engineer may modify the scour resistance shown in the Plans if the

dynamic load test is used to determine the actual soil resistance through the scour zone. Also, the

Engineer may make modifications in scour resistance when the Contractor proposes drilling

and/or jetting to reduce the soil resistance in the scour zone.

455-5.11.2 Bearing Criteria: For foundations requiring 100% dynamic testing,

the Engineer will determine the bearing of all piles using the data received from dynamic load

testing equipment utilizing internally or externally mounted sensors according to the methods

described in 455-5.12.1.

For foundations not requiring 100% dynamic testing, the Engineer will

determine the number of blows required to provide the required bearing according to the

methods described herein. Determine the pile bearing by computing the penetration per blow

with less than 1/4 inches rebound averaged through 12 inches of penetration. When it is

considered necessary by the Engineer, determine the average penetration per blow by averaging

the penetration per blow through the last 10 to 20 blows of the hammer.

The Engineer will accept piles within two Working Days after the final

drive is performed, including any instrumented restrikes performed to ensure bearing has been

met and that any potential relaxation will not reduce the required capacity to less than the

required nominal bearing resistance (NBR).

455-5.11.3 Practical Refusal: Practical refusal is defined as 20 blows per inch or

less than one inch penetration, with the hammer operating at the highest setting determined by

the Engineer and less than 1/4 inches rebound per blow. Stop driving as soon as the Engineer

determines that the pile has reached practical refusal.

455-5.11.4 Set-checks and Pile Redrive: 569FY 2023-24Return to Table of Contents

approximately 12 inches above cut-off without reaching the required resistance, the Engineer

may require the Contractor to interrupt driving to perform a set-check. Provide an engineer’s

level or other suitable equipment for elevation determinations to determine accurate pile

penetration during the set-checks. In the event the results of the initial set-checks are not

satisfactory, the Engineer may direct additional set-checks. The Engineer may accept the pile as

driven when a set-check shows that the Contractor has achieved the minimum required pile

bearing and has met all other requirements of this Section.

following working day from initial driving to determine time effects, to reestablish pile capacity

due to pile heave, or for other reasons determined by the Engineer. Redrive piles as directed by

the Engineer.

Engineer may use, uninstrumented set-checks or uninstrumented pile redrives to determine

whether a pile has sufficient bearing. The Engineer may consider the pile to have sufficient

bearing resistance when the specified blow count criteria is achieved in accordance with

455-5.11.1 and 455-5.11.2.

considered necessary by the Engineer, dynamic load tests using at least 6 hammer blows will

determine whether the pile bearing is sufficient. The Engineer may consider the pile to have

sufficient bearing resistance when dynamic measurements demonstrate the static pile resistance

exceeds the required pile resistance for at least one hammer blow and the average static pile

resistance during the next five hammer blows exceeds 95% of the required pile resistance. If the

pile is advanced farther, the static pile resistance during all subsequent blows must exceed 90%

of the required pile resistance.

455-5.11.5 Pile Heave: Pile heave is the upward movement of a pile from its

originally driven elevation. Drive the piles in an approved sequence to minimize the effects of

heave and lateral displacement of the ground. Monitor piles previously driven in a pile group for

possible heave during the driving of the remaining piles. When required by the Engineer, take

elevation measurements to determine the magnitude of the movement of piles and the ground

surface resulting from the driving process. Redrive all piles that have heaved 1/4 inches or more

unless the Engineer determines that the heave is not detrimental to pile capacity. The Department

will pay for all work in conjunction with redriving piles due to pile heave under the pile redrive

item.

455-5.11.6 Piles with Insufficient Bearing: In the case that the Engineer

determines that the safe bearing capacity of any pile is less than the required bearing capacity,

the Contractor may splice the pile and continue driving or may extract the pile and drive a pile of

greater length, or, if so ordered by the Engineer, drive additional piles.

455-5.12Methods to Determine Pile Capacity:

455-5.12.1 General: Dynamic load tests using an externally mounted instrument

system and signal matching analyses or embedded gauges will determine pile capacity for all

structures or projects unless otherwise shown on the Plans. When necessary, the Engineer may

require static load tests to confirm pile capacities. When the Contract Documents do not include

items for static load tests, the Engineer will consider all required static load testing

Unforeseeable Work. Notify the Engineer two working days prior to placement of piles within 570FY 2023-24Return to Table of Contents

the template and at least one working day prior to driving piles. Do not drive piles without the

presence of the Engineer.

If the internally mounted system fails to communicate properly with the receiving

system, allow the Engineer sufficient time to mobilize back-up equipment for performing

dynamic load testing.

455-5.12.2 Wave Equation:

the suitability of the proposed driving system (including the hammer, follower, capblock and pile

cushions) as well as to estimate the driving resistance, in blows per 12 inches or blows per inch,

to achieve the pile bearing requirements and to evaluate pile driving stresses.

Use Wave Equation Analyses to show the hammer meets the

requirements described in 455-5.3 and maximum allowed pile stresses are not exceeded.

satisfactory field performance including dynamic load test results. In the event piles require

different hammer sizes, the Contractor may elect to drive with more than one size hammer or

with a variable energy hammer, provided the hammer is properly sized and cushioned, will not

damage the pile, and will develop the required resistance.

steel, and timber piles are given below. In the event dynamic load tests show that the hammer

will overstress the pile, modify the driving system or method of operation as required to prevent

overstressing the pile. In such cases provide additional cushioning, reduce the stroke, or make

other appropriate agreed upon changes.

determine the maximum allowed pile stresses:

sapc= 0.7 f ’c – 0.75 fcpe (1)

sapt= 6.5(f ’c ) 0.5 + 1.05 fcpe (2a) for piles less than 50 feet long

sapt= 3.25(f ’c ) 0.5 + 1.05 fcpe (2b) for piles 50 feet long and greater

sapt= 500 (2c) within 20 feet of a mechanical splice

where:

sapc= maximum allowed pile compressive stress, psi

sapt= maximum allowed pile tensile stress, psi

f′c= specified minimum compressive strength of concrete, psi

fcpe= effective prestress (after all losses) at the time of driving, psi, taken

as 0.8 times the initial prestress force divided by the minimum net concrete cross-sectional area

of the pile (fcpe= 0 for dowel spliced piles).

stresses measured during driving are no greater than 0.9 times the yield strength (0.9 fy) of the

steel. 571FY 2023-24Return to Table of Contents

stresses measured during driving are no greater than 3.6 ksi for Southern Pine and Pacific Coast

Douglas Fir and 0.9 of the ultimate parallel to the grain strength for piles of other wood.

455-5.12.3 Temporary Piles: Submit for the Engineers review, an analysis

signed and sealed by a Specialty Engineer which establishes the pile lengths for temporary piles.

Submit for the Engineers approval, a Wave Equation analysis signed and sealed by a Specialty

Engineer which establishes the driving criteria for temporary piles at least five working days

prior to driving temporary production piles. The required driving resistance is equal to the sum of

the factored design load plus the scour and down drag resistances shown in the Plans, divided by

the appropriate resistance factor or the nominal bearing resistance shown in the Plans, whichever

is higher.

The maximum resistance factor is 0.45 when only wave equation analysis

is performed. However, a larger resistance factor may be applicable when additional testing is

provided by the Specialty Engineer in accordance with Section 3.5.6 of Volume 1 of the FDOT

Structures Manual. If the Contractor elects to perform 100% dynamic load testing submit a

certification package prepared by the Specialty Engineer. The certification package shall include

a signed and sealed letter by the Specialty Engineer that certifies the piles meet the load

requirements and have no integrity deficiencies. The package shall also include the dynamic load

test records, all signal matching analysis performed to determine pile capacities and a summary

table that indicates the final capacity of every pile.

455-5.12.4 Dynamic Load Tests: Dynamic load testing consists of estimating

pile capacity by the analysis of electronic data collected from blows of the hammer during

driving of an instrumented pile in accordance with 455-5.14.

455-5.12.5 Static Load Tests: Static load testing consists of applying a static load

to the pile to determine its capacity. Use the Modified Quick Test Procedure in accordance with

455-2.2.1.

455-5.12.6 Fender Pile Installation: For piles used in fender systems, regardless

of type or size of pile, either drive them full length or jet the piles to within 2 feet of cutoff and

drive to cutoff elevation to seat the pile. The Engineer will not require a specific driving

resistance unless noted in the Plans. Use methods and equipment for installation that do not

damage the piles. If the method or equipment used causes damage to the pile, modify the

methods or equipment at no expense to the Department.

455-5.12.7 Structures Without Test Piles: For structures without 100% dynamic

testing or test piles, the Engineer will dynamically test the first pile(s) in each bent or pier at

locations shown in the Plans to determine the blow count criteria for the remaining piles. When

locations are not shown in the Plans, allow for dynamic load tests at 5% of the piles at each bent

or pier (rounded up to the next whole number). If the Engineer requires additional dynamic load

tests for comparison purposes, the Contractor will be paid for an additional dynamic load test as

authorized by the Engineer in accordance with 455-11.5.

Allow the Engineer one working day after driving the dynamic load tested piles to

complete the signal matching analyses and determine the driving criteria for the subsequent piles

in the bent or pier.

455-5.13Test Piles:

455-5.13.1 General: All test piles will have dynamic load tests. Drive piles of the

same cross-section and type as the permanent piles shown in the Plans, in order to determine any

or all of the following: 572FY 2023-24Return to Table of Contents

Because test piles are exploratory in nature, drive them harder (within the

limits of practical refusal), deeper, and to a greater bearing resistance than required for the

permanent piling. Except for test piles which are to be statically or Statnamically load tested,

drive test piles their full length or to practical refusal. Splice test piles which have been driven

their full length without achieving the required bearing, and proceed with further driving unless

otherwise directed by the Engineer.

As a minimum, unless otherwise directed by the Engineer, do not cease

driving of test piles until obtaining the required bearing capacity continuously, where the blow

count is increasing, for 10 feet unless reaching practical refusal first. Drive test piles which are to

be statically or Statnamically load tested as anticipated for the production piles.

When test piles attain practical refusal prior to attaining minimum

penetration, perform all work necessary to attain minimum penetration and the required bearing.

Where practical, use water jets to break the pile loose for further driving. Where jetting is

impractical, extract the pile and install a preformed pile hole through which driving will

continue. The Department will consider the work of extracting the pile to be Unforeseeable

Work.

When driving test piles other than low displacement steel test piles, have

preforming equipment available at the site and water jets as specified in 455-5.8 when jetting is

allowed, ready for use, before the test pile driving begins.

The Engineer may elect to interrupt pile driving up to four times on each

test pile, two times for up to two hours and two additional times during the next working day of

initial driving to determine time effects during the driving of test piles.

455-5.13.2 Location of Test Piles: Drive all test piles in the position of

permanent piles at the designated locations. Ensure that all test piles designated to be statically

load tested are plumb. In the event that all the piles are battered at a static load test site, the

Engineer will designate an out-of-position location for driving a plumb pile for the static load

test.

455-5.13.3 Equipment for Driving: Use the same hammer and equipment for

driving test piles as for driving the permanent piles. Also use the same equipment to redrive

piles.

455-5.14Dynamic Load Tests: The Engineer will take dynamic measurements during

the driving of piles designated in the Plans or authorized by the Engineer. For concrete piles,

install instruments prior to driving and assist the Engineer in monitoring all blows delivered to

the pile. For steel production piles, the Engineer may accept instrumented set-checks or redrives.

The Engineer will perform dynamic load tests to evaluate any or all of the following:

pile cushion, and any proposed follower.

573FY 2023-24Return to Table of Contents

Either install embedded gauges in the piles in accordance with Standard Plans,

Index 455-003 or attach instruments (strain transducers to measure force and accelerometers to

measure acceleration) with bolts to the pile for dynamic testing.

Make each follower and pile to be dynamically tested with externally attached

instruments available to drill holes for attaching instrumentation and for wave speed

measurements. Support the pile with timber blocks placed at appropriate intervals. Ensure that

the pile is in a horizontal position and does not contact adjacent piles. Provide a sufficient clear

distance at the sides of the pile for drilling the holes. The Engineer will furnish the equipment,

materials, and labor necessary for drilling holes and taking the wave speed measurements. If the

Engineer directs dynamic load testing, instrumented set-checks or instrumented redrives, provide

the Engineer safe access to the top of the piles for drilling the attachment holes. After placing the

leads provide the Engineer safe access to the piles to attach the instruments and for removal of

the instruments after completing the pile driving.

The Engineer will monitor the stresses in the piles with the dynamic test

equipment during driving to ensure the Contractor does not exceed the maximum allowed

stresses. If necessary, add additional cushioning, replace the cushions, or reduce the hammer

stroke to maintain stresses below the maximum allowable. If dynamic test equipment

measurements indicate non-axial driving, immediately realign the driving system. If the cushion

is compressed to the point that a change in alignment of the hammer will not correct the problem,

add cushioning or change the cushion as directed by the Engineer.

Drive the pile to the required penetration and resistance or as directed by the

Engineer.

When directed by the Engineer, perform instrumented set-checks or redrives. Do

not use a cold diesel hammer for a set-check or redrive unless in the opinion of the Engineer it is

impractical to do otherwise. Generally, warm up the hammer by driving another pile or applying

at least 20 blows to a previously driven pile or to timber mats placed on the ground.

455-5.15Pile Lengths:

455-5.15.1 Test Pile Length: Provide the length of test piles shown in the Plans

or as directed by the Engineer.

455-5.15.2 Production Pile Length:

455-5.15.2.1 Structures with Test Piles: When test pile lengths are

shown in the Plans, the production pile lengths are based on information available during design

and are approximate. The Engineer will determine final pile lengths in the field which may vary

significantly from the lengths or quantities shown in the Plans.

455-5.15.2.2 Structures without Test Piles: Authorized lengths are

provided as Production Pile Order Lengths in the Pile Data Table in the Structure Plans. Use

these lengths for furnishing the permanent piling for the structure.

455-5.15.3 Authorized Pile Lengths: The authorized pile lengths are the lengths

determined by the Engineer based on all information available before the driving of the

permanent piles, including, but not limited to, information gained from the driving of test piles, 574FY 2023-24Return to Table of Contents

dynamic load testing, static load testing, supplemental soil testing, etc. When authorized by the

Department, soil freeze information obtained during set checks and pile redrives may be used to

determine authorized pile lengths for sites with extreme soil conditions. The Contractor may

elect to provide piling with lengths longer than authorized to suit his method of installation or

schedule. When the Contractor elects to provide longer than authorized pile lengths, the

Department will pay for the furnished length as either the originally authorized length or the

length between cut-off elevation and the final accepted pile tip elevation, whichever is the longer

length.

Within five working days after driving all the test piles, completing all

load tests, completing all redrives, and receiving all test reports, the Engineer will provide an

itemized list of authorized pile lengths. Use these lengths for furnishing the permanent piling for

the structure. If the Contractor is willing to start the pile driving operations in zones consisting of

at least four test piles designated by the Engineer, and if the Contractor so requests in writing at

the beginning of the test pile program, the Department will provide pile lengths for these

designated phases within five working days after driving all the test piles, completing all load

tests, completing all redrives, and receiving all test reports for those designated zones. The

Engineer will provide the driving criteria for piles within three working days of furnishing pile

lengths.

On multiple phase projects, the Engineer will not provide pile lengths on

subsequent phases until completing the piling on initial phases.

455-5.16Allowable Driving Tolerances:

455-5.16.1 General: Meet the tolerances described in this Subarticle for the piles

that are free standing without lateral restraint (after the template is removed). After the piles are

driven, do not move the piles laterally to force them to be within the specified tolerances, except

to move battered piles to overcome the dead load deflections caused by the pile’s weight. When

this is necessary, submit calculations signed and sealed by a Specialty Engineer that verify the

amount of dead load deflection prior to moving any piles.

455-5.16.2 Position: Ensure that the final position of the pile head at cut-off

elevation is no more than 3 inches, or 1/6 of the diameter of the pile, whichever is less, laterally

in the X or Y coordinate from the Plan position indicated in the Plans.

455-5.16.3 Axial Alignment: Ensure that the axial alignment of the driven piles

does not deviate by more than 1/4 inches per foot from the vertical or batter line indicated in the

Plans.

455-5.16.4 Elevation: Ensure that the final elevation of the pile head is no more

than 1-1/2 inches above, or more than 4 inches below, the elevation shown in the Plans, however

in no case shall the pile be embedded less than 8 inches into the cap or footing.

For fender piles, cut off piles at the elevation shown in the Plans to a

tolerance of plus 0.0 inches to minus 2.0 inches using sawing or other means as approved by the

Engineer to provide a smooth level cut.

455-5.16.5 Deviation from Above Tolerances: When the Contractor has failed

to meet the above tolerances, the Contractor may propose a redesign to incorporate out of

tolerance piles into pile caps or footings, at no expense to the Department. Ensure the

Contractor’s Engineer of Record performs any redesign and signs and seals the redesign

drawings and computations. Do not begin any proposed construction until the redesign has been

reviewed for acceptability and approved by the Engineer.

455-5.17Disposition of Pile Cut-offs, Test Piles, and Load Test Materials:

575FY 2023-24Return to Table of Contents

455-5.17.1 Pile Cut-offs:

Engineer, take ownership of cut-off sections, or portions of cut-off sections, and unused piling.

Remove them from the job, and dispose of them.

connection with piling, unless shown otherwise in the Plan, take ownership of any unused cut-off

lengths remaining, and remove them from the right-of-way. Provide areas for their disposal.

455-5.17.2 Test Piles: Where so directed by the Plans or the Engineer, cut off, or

build-up as necessary, test piles, and leave them in place as permanent piles. Extract and replace

test piles driven in permanent position and found not suitable for use due to actions of the

Contractor at no expense to the Department. Pull, or cut off, at an elevation 2 feet below the

ground surface or bottom of proposed excavation, test piles driven out of permanent position,

and dispose of the removed portion of the test pile.

When test piles are required to be driven in permanent pile positions, the

Contractor may elect to drive the test pile out of position, with the approval of the Engineer,

provided that a replacement pile is furnished and driven by the Contractor at no expense to the

Department in the position that was to be occupied by the test pile. Under this option, the

Department will pay for the test pile in the same manner as if it were in permanent position.

Unless otherwise directed in the Plans or by the Engineer, retain

ownership of test piles that are pulled or cut off and provide areas for their disposal.

455-6Timber Piling

455-6.1Description: Drive timber piles of the kind and dimensions specified in the Plans

at the locations and to the elevations shown in the Plans, or as directed by the Engineer.

455-6.2Materials: Meet the timber piling requirements of Section 953. Treat the piles

according to the applicable provisions of Section 955. Treat all cuts and drilled holes in

accordance with 470-3.

455-6.3Preparation for Driving:

455-6.3.1 Caps: Protect the heads of timber piles during driving, using a cap of

approved type, that will distribute the hammer blow over the entire cross-section of the pile.

When necessary cut the head of the pile square before beginning pile driving.

455-6.3.2 Collars: Provide collars or bands to protect piles against splitting and

brooming at no expense to the Department.

455-6.3.3 Shoes: Provide piles shod with metal shoes, of a design satisfactory to

the Engineer, at no expense to the Department. Shape pile tips to receive the shoe and install

according to the manufacturer’s directions.

455-6.4Storage and Handling: Store and handle piles in the manner necessary to avoid

damage to the piling. Take special care to avoid breaking the surface of treated piles. Do not use

cant dogs, hooks, or pike poles when handling and storing the piling.

455-6.5Cutting Off: Saw off the tops of all timber piles at the elevation indicated in the

Plans. Saw off piles which support timber caps to the exact plane of the superimposed structure

so that they exactly fit. Withdraw and replace broken, split, or misplaced piles.

455-6.6Build-ups: The Engineer will not permit splices or build-ups for timber piles

Extract piles driven below Plan elevation and drive a longer pile.

455-6.7Pile Heads:

455-6.7.1 Piles with Timber Caps: On piles wider than the timber caps, dress off

the part of the pile head projecting beyond the sides of the cap to a slope of 45 degrees. Coat the 576FY 2023-24Return to Table of Contents

cut surface with the required preservative and then place a sheet of copper, with a weight of

10 ounces per square foot or greater, meeting the requirements of ASTM B370. Provide a cover

measuring at least 4 inches more in each dimension greater than the diameter of the pile. Bend

the cover down over the pile and fasten the edges with large head copper nails or three wraps of

No. 12 copper wire.

455-6.7.2 Fender and Bulkhead Piles: Paint the heads of fender piles and of

bulkhead piles with preservative and then cover with copper as provided above for piles

supporting timber caps.

455-7Prestressed Concrete Piling

455-7.1Description: Provide prestressed concrete piles that are manufactured, cured,

and driven in accordance with the Contract Documents. Provide piles full length without splices

when transported by barge or the pile length is less than or equal to 120 feet. When piles are

transported by truck and the pile length exceeds 120 feet or the maximum length for a 3-point

pick-up according to Standard Plans, Index 455-001, and splicing is desired, provide minimal

splices. Include the cost of the splices in the cost of the pile.

455-7.2Manufacture: Fabricate piles in accordance with Section 450. When embedded

gauges will be used for dynamic load testing, supply and install in square prestressed concrete

piles in accordance with Standard Plans Index 455-003. Ensure the embedded gauges are

installed by personnel approved by the manufacturer.

455-7.3Storage and Handling:

455-7.3.1 Time of Driving Piles: Drive prestressed concrete piles at any time

after the concrete has been cured in accordance with Section 450, and the concrete compressive

strength is equal to or greater than the specified 28 day compressive strength.

455-7.3.2 Storage: Support piles on adequate dunnage both in the prestress yard

and at the job site in accordance with the locations shown in the Standard Plans to minimize

undue bending stresses or creating a sweep or camber in the pile.

455-7.3.3 Handling: Handle and store piles in the manner necessary to eliminate

the danger of fracture by impact or of undue bending stresses in handling or transporting the

piles from the forms and into the leads. In general, lift concrete piles by means of a suitable

bridge or slings attached to the pile at the locations shown in the Standard Plans. Construct slings

used to handle piles of a fabric material or braided wire rope constructed of six or more wire

ropes which will not mar the corners or the surface finish of the piles. Do not use chains to

handle piles. During transport, support concrete piles at the lifting locations shown in the

Standard Plans or fully support them throughout 80% or more of their length. In handling piles

for use in salty or brackish water, exercise special care to avoid damaging the surface and

corners of the pile. If an alternate transportation support arrangement is desired, submit

calculations, signed and sealed by the Specialty Engineer, for approval by the Engineer prior to

transporting the pile. Calculations must show that the pile can be transported without exceeding

the bending moments calculated using the support locations shown in the Plans.

455-7.4Cracked Piles: The Engineer will reject any pile that becomes cracked in

handling to the point that a transverse or longitudinal crack extends through the pile, shows

failure of the concrete as indicated by spalling of concrete on the main body of the pile adjacent

to the crack, which in the opinion of the Engineer will not withstand driving stresses, or becomes

damaged during installation. The Engineer will not reject any pile for the occasional minor

surface hairline cracking caused by shrinkage. 577FY 2023-24Return to Table of Contents

Do not drive piling with irreparable damage, which is defined as any cracks that

extend through the pile cross-sectional area that are, or will be, below ground or water level at

the end of driving. Remove and replace broken piles or piles cracked to the extent described

above at no expense to the Department. The Engineer will accept cracks less than 0.005 inches

which do not extend through the pile. Using approved methods, cut off and splice or build-up to

cut-off elevation piles with cracks greater than 0.005 inches at the pile head or above ground or

water level, and piles with cracks above ground or water level which extend through the cross-

sectional area of the pile. The Engineer may require correction of pile damage or pile cracks by

cutting down the concrete to the plane of sound concrete below the crack and rebuilding it to cut-

off elevation, or the Engineer may reject the pile. Extract and replace rejected piles that cannot

be repaired, at no expense to the Department.

Take appropriate steps to prevent the occurrence of cracking, whether due to

handling, transporting, or driving.

455-7.5Preparation for Transportation: Cut strands flush with the surface of the

concrete using an abrasive cutting blade before transporting the piles from the casting yard.

Cut and patch the metal lifting devices in accordance with 450-9.2.1.

455-7.6Method of Driving: Unless otherwise directed, drive piles by a hammer or by

means of a combination of water jets and hammer when jetting is allowed. When using jets in

combination with a hammer, withdraw the jets and drive the pile by the hammer alone to secure

final penetration and to rigidly fix the tip end of the pile. Keep jets in place if they are being used

to continuously eliminate the soil resistance in the scour zone.

455-7.7Extensions and Build-ups used to Increase Production Lengths:

455-7.7.1 General: Where splices, extensions and build-ups for concrete piles are

necessary, construct them in accordance with Standard Plans, Index 455-002.

These requirements are not applicable to specially designed piling. Make

splices for special pile designs as shown in the Plans.

455-7.7.2 Extensions to be Driven or those 21 feet or Longer: Construct

extensions to be driven or extensions 21 feet or longer in length in accordance with the details

shown in the Plans and in a manner including the requirements, sequences, and procedures

outlined below:

steel in the correct position and alignment.

and align the drill bit during drilling. Drill holes a minimum of 2 inches deeper than the length of

the dowel to be inserted.

bottom of the hole and blowing the hole clean from the bottom upward. Eliminate any oil, dust,

water, and other deleterious materials from the holes and the concrete surfaces to be joined.

directions. Do not mix sand or any other filler material with the epoxy components unless it is

prepackaged by the manufacturer for this specific purpose. Use adhesives meeting the

requirements of Section 926 for Type AB epoxy compounds.

with the adhesive material. 578FY 2023-24Return to Table of Contents

the bottom section and position the spliced section so that the axes of the two sections are in

concentric alignment and the ends of the abutting sections are spaced 1/2 inches apart. The

Contractor may use small steel spacers of the required thickness provided they have 3 inches or

more of cover after completing the splice. Fill the space between the abutting sections

completely with the adhesive.

accordance with the manufacturer’s directions for the time appropriate with the prevailing

ambient temperatures. Do not utilize the crane to secure the pile extension during the adhesive

cure time. Utilize alignment braces to maintain the proper pile alignment during the epoxy cure

time.

clean and dress the spliced area to match the pile dimensions.

When dowel splices need to be driven, assist the Engineer in performing dynamic

instrumentation during the driving of each dowel spliced pile to monitor and control the stresses

and verify the splicing integrity. Replace any damaged pile splices in accordance with 455-3.

Provide the Engineer 48 hours advance notification prior to driving spliced piles.

455-7.7.3 Precast Reinforced Non-Drivable Build-ups less than 21 feet:

Construct precast reinforced non-drivable build-ups less than 21 feet in accordance with the

requirements of this Subarticle, Section 346, and Section 400. Provide the same material for the

form surfaces for precast build-ups as was used to form the prestressed piles. Use concrete of the

same mix as used in the prestressed pile and dimension the cross-section the same as piling being

built up. Install build-ups as specified in 455-7.7.2(2) through 455-7.7.2(9). Apply to the build-

ups the same surface treatment or sealant applied to the prestressed piles.

455-7.8Pre-Planned Splices: Construct splices in accordance with the dowel splice

method contained in the Standard Plans Indexes or using proprietary splices which are listed on

the Department’s Approved Product List (APL). Splice test piles in the same manner as the

production piles. Include in the pile installation plan, the chosen method of splicing and the

approximate locations of the splice. Generally, place the splice at approximately the midpoint

between the estimated pile tip and the ground surface, considering scour if applicable. Stagger

the splice location between adjacent piles by a minimum of 10 feet. Obtain the Engineer’s

approval prior to constructing any pile sections. Construct piles which are to be spliced using the

dowel splice with preformed dowel holes in the bottom section and embedded dowels in the

upper section.

When dowel splices need to be driven, assist the Engineer in performing dynamic

instrumentation during the driving of each dowel spliced pile to monitor and control the stresses

and verify the splicing integrity. Replace any damaged pile splices in accordance with 455-3.

Provide the Engineer 48 hours advance notification prior to driving spliced piles.

Mechanical pile splices must be capable of developing the following capacities in

the pile section unless shown otherwise in the Plans and capable of being installed without

damage to the pile or splice:

strength)

579FY 2023-24Return to Table of Contents

Table 455-1

Pile Size (inches) Bending Strength (kip-feet)

18 245

20 325

24 600

30 950

455-7.9Pile Cut-offs: After the completion of driving, cut piles off which extend above

the cut-off elevation with an abrasive saw. Make the cut the depth necessary to cleanly cut

through the prestressed strands. Take ownership and dispose of cut-off sections not used

elsewhere as allowed by this Section.

455-8Steel Piling

455-8.1Description: Furnish, splice, drive, and cut off structural steel shapes to form

bearing piles. Include in this work the preparation of a smooth and square pile top meeting the

requirements of ASTM A252 or API 5L prior to driving, installation of structural steel bracing

by bolting or welding, construction of splices and the filling of pipe piles with the specified

materials specified in 455-8.9.

455-8.2Material: For the material in steel piles, pile bracing, scabs, wedges, and splices,

meet the requirements of Section 962.

455-8.3Pile Splices: Order and use the full authorized pile length where practicable. Do

not splice to obtain authorized lengths less than 40 feet except when shown in the Plans. Locate

all splices in the authorized pile length in portions of the pile expected to be at least 15 feet

below the final ground surface after driving. When it is not practicable to provide authorized pile

lengths longer than 40 feet in a single length, use no more than one field splice per additional

40 feet of authorized pile length. Shop splices may be used to join single lengths of pile which

are at least 20 feet in length. One shorter segment of pile may be used to achieve the authorized

pile length when needed.

Where the pile length authorized is not sufficient to obtain the required bearing

value or penetration, order an additional length of pile and splice it to the original length.

Make all splices in accordance with details shown in the Plans and in compliance

with the general requirements of AWS D1.1 or American Petroleum Institute Specification

5L (API 5L).

455-8.4Welding: Make all welded connections to steel piles by electric arc welding, in

accordance with details shown in the Plans and in compliance with the general requirements of

AWS D1.5. Electroslag welding is not permitted. Welds will be inspected by visual methods.

455-8.5Pile Heads and Tips: Cut off all piles at the elevation shown in the Plans. If

using a cutting torch, make the surface as smooth as practical.

Where foundation material is so dense that the Contractor cannot drive the pile to

the required penetration and firmly seat it without danger of crumpling the tip, reinforce the tips

with approved cast steel point protectors, as shown in the Plans or required by the Engineer.

Construct point protectors in one piece of cast steel meeting the requirements of ASTM A27,

Grade 65-35 heat treated to provide full bearing for the piles. Attach points by welding according

to the recommendations of the manufacturer.

455-8.6Pile Bent Bracing Members: Place structural steel sway and cross bracing, and

all other steel tie bracing, on steel pile bents and bolt or weld in place as indicated in the Plans. 580FY 2023-24Return to Table of Contents

Where piles are not driven into position in exact alignment as shown in the Plans, the Engineer

may require the use of fills and shims between the bracing and the flanges of the pile. Furnish

and place all fills and shims required to square and line up faces of flanges for cross bracing at

no additional expense to the Department.

455-8.7Coating: Coat exposed parts of steel piling, wedging, bracing, and splices in

accordance with the provisions for coating structural steel as specified in Section 560.

455-8.8Storage and Handling: While handling or transporting the piles from the point

of origin and into the leads, store and handle in the manner necessary to avoid damage due to

bending stresses. In general, lift steel piles by means of a suitable bridge or a sling attached to the

pile at appropriate points to prevent damage. Lift the pile from the horizontal position in a

manner that will prevent damage due to bending of the flanges and/or web.

455-8.9Filling Pipe Piles: Ensure closed-end pipe piles are watertight. When required

by the Plans, fill pipe piles with the specified materials. Use clean concrete sands and concrete

meeting the requirements of Section 346. Place concrete in open ended pipes containing water

using methods in accordance with 455-15.9 with modified tremie and pump line sizes. Concrete

may be placed directly into pipes which are dry. Construct and place reinforcement cages in

accordance with 455-16 except the minimum number of spacers per level is three. Reinforcement

cages may be installed before concrete placement or after concrete placement is completed if

proper alignment and position is obtainable.

455-9Sheet Piling

455-9.1Description: Leave permanent piling in place as part of the finished work and

remove temporary piling after each construction phase unless otherwise authorized by the

Engineer.

455-9.2Materials: Meet the following requirements:

Concrete .............................................................Section 346

Bar Reinforcement .............................................Section 931

Prestressing Reinforcement................................Section 933

Steel Sheet Piles* ...............................................Section 962

*For temporary steel sheet piles meet the requirements specified in the Plans.

455-9.3Steel Sheet Piling: Drive steel sheet piling and cut off true to line and grade

Install steel sheet piling with a suitable hammer. Remove and replace any section damaged

during handling and installation at no additional expense to the Department.

455-9.3.1 Method of Installation: Where rock or strong material is encountered

such that the sheet piles cannot be set to grade by driving, remove the strong material by other

acceptable means, such as excavation and backfilling, drilling or by punching. When the Plans

do not indicate the existence of rock or strong material, work of removing, drilling or punching

the strong material or rock will be paid for as Unforeseeable Work.

455-9.4Concrete Sheet Piling:

455-9.4.1 Description: Ensure that concrete sheet piling is of prestressed concrete

construction and manufactured, cured, and installed in accordance with the requirements of the

Contract Documents.

455-9.4.2 Manufacture of Piles: Ensure that the piles are fabricated in

accordance with Section 450.

455-9.4.3 Method of Installation: Jet concrete sheet piling to grade where

practical. The Engineer will require a minimum of two jets. Provide water at the nozzles of

sufficient volume and pressure to freely erode material adjacent to the piles. Where encountering 581FY 2023-24Return to Table of Contents

rock or strong material, such that the sheet piles cannot be set to grade by jetting, remove the

strong materials by other acceptable means, such as excavation and backfilling, drilling or by

punching with a suitable punch. When the Plans do not indicate the existence of rock or strong

material and the piles cannot be set by jetting, the Department will pay for the work of removing,

drilling or punching the strong material or rock as Unforeseeable Work.

455-9.4.4 Grouting and Caulking: Concrete sheet piles are generally detailed to

have tongues and grooves on their lower ends, and double grooves on their upper ends. Where so

detailed, after installation, clean the grooves of all sand, mud, or debris, and fully grout the

grooves. Use approved plastic bags (sheaths) which will meet the shape and length of the groove

to be grouted to contain the plastic grout within the double grooves. Provide grout composed of

one part cement and two parts sand. Use clean A-3 sand or sand meeting the requirements of

Section 902 in this grout. In lieu of sand-cement grout, the Contractor may use concrete meeting

the requirements of Section 347, using small gravel or crushed stone coarse aggregate. Deposit

the grout through a grout pipe placed within a watertight plastic sheath (bag) extending the full

depth of the double grooves and which, when filled, completely fills the slot formed by the

double grooves.

455-9.5Storage and Handling: Handle and store all sheet piles in a manner to prevent

damage. Handle long sheet piles with fabric slings or braided wire rope constructed of six or

more wire ropes placed at appropriate lift points to prevent damage due to excessive bending.

455-10Pile Installation Plan

455-10.1General: Submit the completed Pile Driving Installation Plan Form (Form No

700-020-01) with the following information at the preconstruction conference or no later than

30 days before driving the first pile.

equipment, jetting equipment, compressors, and preformed pile hole equipment. Include

manufacturer’s data sheets on hammers.

pile capacity. Include in the submittal necessary charts and recent calibrations for any pressure

measuring equipment.

recent calibrations of jacks and required load cells.

layout.

structures.

structures, identifying the proposed equipment, the structures and the specific points that will be

monitored.

during placement and compaction of fill within 15 feet of the piles.

and to maintain their as-driven position until casting of the pile cap is complete. 582FY 2023-24Return to Table of Contents

anticipated to be used.

cylinder piles due to interior water pressure.

Notify the Engineer of any test pile driving and production pile driving at least

one week prior to beginning the installation operations of any pile.

455-10.2Acceptance of Equipment and Procedures: All equipment and procedures are

subject to satisfactory field performance. Make required changes to correct unsatisfactory field

performance. The Engineer will give final acceptance after the Contractor makes necessary

modifications. Do not make any changes in the driving system after acceptance without

authorization of the Engineer. A hammer repaired on site or removed from the site and returned

is considered to have its performance altered (efficiency increased or decreased), which is

considered a change in the driving system and is subject to a dynamic load test in accordance

with 455-5.14 at no additional compensation.

455-11Method of Measurement (All Piling)

455-11.1General:

No adjustments in the length, in feet, of piling will be made if cut-offs are required after the pile

has been driven to satisfactory bearing.

455-11.2Prestressed Concrete Piling:

455-11.2.1 Length: The length of precast concrete piles will be considered as the

overall length from head to tip. Final pay length will be based on the casting length as authorized

in accordance with 455-5.15.3 subject to provisions of 455-11.2.3, 455-11.2.4, 455-11.8,

455-11.9, 455-11.12, and 455-11.13.

455-11.2.2 Driving of Unplanned Epoxy-Bonded Dowel Splice: If a pile is

driven below cut-off and satisfactory bearing is not obtained, and additional driving is required

after construction of a satisfactory splice, an additional 10 feet of piling will be paid for the

additional driving. This compensation for driving of splice, however, will not be allowed for test

piles that are spliced and redriven.

455-11.2.3 Extracting Piles: In the event that a pile is driven below cut-off

without obtaining the required bearing, and the Engineer elects to have the pile extracted and a

longer pile substituted, the pile extraction will be paid for as Unforeseeable Work. In the event a

pile is damaged or mislocated, and the damage or mislocation is determined to be the

Department’s responsibility, and the Engineer elects to have the pile extracted, the pile extraction

will be paid for as Unforeseeable Work. If a replacement pile is required, compensation will be

made under the item for piling, for both the original pile and replacement pile. Redriving of an

extracted and undamaged pile will be paid for at 30% of the Contract unit price for piling.

The Contractor may substitute a longer pile in lieu of splicing and

building-up a pile. In this event, the Contractor will be paid for the original authorized length of

the pile, plus any additional length furnished by the Contractor up to the authorized length of the

build-up, as piling. The Contractor will be paid 30 feet of piling as full compensation for

extracting the original pile.

455-11.2.4 Underwater Driving: When the Contractor selects one of the optional

underwater driving methods, payment will be made by selecting the applicable method from the

following:

will be made only for the authorized length at that location unless the length of pile from cut-off 583FY 2023-24Return to Table of Contents

elevation to the final tip elevation is greater than the authorized length, in which case payment

for piling will be made from cut-off elevation to final tip elevation. No payment will be made for

pile splice, when this option is selected, unless the pile is physically spliced and the splice is

driven below cut-off elevation to achieve bearing.

in accordance with 455-11.2.1.

455-11.3Steel Piling:

455-11.3.1 Length: The length of steel piles will be considered as the overall

length from head to tip. Final pay length will subject to provisions of 455-11.8, 455-11.9, 455-

11.10, 455-11.12, and 455-11.13

455-11.3.2 Point Protectors: The quantity to be paid for will be each for the total of

point protectors authorized, furnished, and properly installed.

455-11.4Test Piles: The quantity to be paid for of test piles of various types, will be the

length, in feet, of test piling furnished, driven and accepted, according to the authorized length

list, and any extensions thereof as approved by the Engineer.

Test piles left in place as permanent piles will be paid for only as test piling. Any

extensions necessary to continue driving the pile for test purposes, as authorized by the Engineer,

will be paid for as test piles. Other extensions of piles, additional length paid for splicing and

build-ups will be included in the quantities of regular piling and will not be paid for as test

piling.

455-11.5Dynamic Load Tests: Payment will be based on the number of dynamic load

tests shown in the Plans, authorized by the Engineer, or required in 455-5.12.7, completed and

accepted in accordance with the Contract Documents. No separate payment will be made for

dynamic load tests used to evaluate changes in the Contractor’s driving equipment. No payment

will be made for dynamic load tests used to evaluate the integrity of a pre-planned epoxy-bonded

dowel splice. Include all costs associated with dynamically testing production piles with epoxy-

bonded dowel splices under Pay Item No. 455-34. No payment will be made for dynamic load

tests on test piles.

For structures with 100% dynamic testing, the cost of supplying and installing

embedded gauges or attaching external gauges to each pile for dynamic load tests is included in

the cost of the pile and no separate payment will be made.

For structures without 100% dynamic testing, the cost of supplying and installing

embedded gauges or attaching external gauges to each production pile for dynamic load testing

prior to initial driving, authorized by the Engineer, will be 20 feet of additional pile. No payment

will be made for attaching dynamic testing equipment for set-checks or redrives. No payment

will be made for dynamic load testing performed when driving using followers. No payment will

be made for any dynamic load testing performed on temporary piles.

455-11.6Steel Sheet Piling: The quantity to be paid for will be the plan quantity area, in

square feet, measured from top of pile elevation to the bottom of pile elevation and beginning

and end wall limits as shown in the Plans with no allowance for variable depth surface profiles.

Approved alternate support structures would be paid for as plan quantity computed for sheet pile.

Sheet piling used in cofferdams and to incorporate the Contractor’s specific means and methods,

and not ordered by the Engineer, will be paid for as required in Section 125.

455-11.7Concrete Sheet Piling: The quantity to be paid for will be the product of the

number of such piles satisfactorily completed, in place, times their lengths in feet as shown in the

Plans or authorized by the Engineer. This quantity will be based upon piles 2-1/2 feet wide. 584FY 2023-24Return to Table of Contents

When the Engineer approves, the Contractor may furnish the concrete sheet piling

in widths wider than shown in the Plans; then the number of piles shall be the actual number of

units completed times the width used divided by the width in the Plans.

455-11.8Pile Splices: The quantity to be paid for authorized drivable splices and build-

ups greater than 5 feet in length in concrete piling, and test piling, which are made for the

purpose of obtaining authorized pile lengths longer than shown as the maximum length in the

Standard Plans Indexes, for obtaining greater lengths than originally authorized by the Engineer,

to incorporate test piling in the finished structure, for further driving of test piling, or for splices

shown in the Plans, will be 30 feet of additional prestressed concrete piling under Pay Item

No. 455-34.

For concrete piles and test piles, where the build-up is 5 feet or less in length, the

quantity to be paid for will be 9 feet of prestressed concrete piling under Pay Item No. 455-34 as

compensation for drilling and grouting the dowels and all other costs for which provision has not

otherwise been made.

The quantity to be paid for authorized splices in steel piling and test piling, for the

purpose of obtaining lengths longer than the lengths originally authorized by the Engineer, will

be 20 feet of additional steel piling under Pay Item No. 455-35.

455-11.9Set-Checks and Redrives:

455-11.9.1 Set Checks/Test Piles: There will be no separate payment for the

initial four set-checks performed the day of and the working day following initial driving. For

each additional set-check ordered by the Engineer and performed within the following working

day of initial driving, an additional quantity of 10 feet of piling will be paid.

455-11.9.2 Set Checks/Production Piles: There will be no separate payment for

the initial two set-checks performed the day of and the working day following initial driving. For

each additional set-check ordered by the Engineer and performed within the following working

day of initial driving, an additional quantity of 10 feet of piling will be paid.

455-11.9.3 Redrives: The quantity to be paid for will be the number of redrives,

each, authorized by the Engineer. Payment for any pile redrive (test pile or production pile)

ordered by the Engineer will consist of 20 feet of additional piling.

455-11.10Pile Extraction: Piles authorized to be extracted by the Engineer and

successfully extracted as provided in 455-11.2.3 will be paid for as described in 455-11.2.3. No

payment for extraction will be made for piles shown in the Plans to be extracted or piling

damaged or mislocated by the Contractor that are ordered to be extracted by the Engineer.

455-11.11Static Load Tests: The quantity to be paid for will be the number of static

load tests of the designated tonnages, each, as shown in the Plans or authorized by the Engineer,

actually applied to piles, completed and accepted in accordance with the Plans and these

Specifications.

455-11.12Preformed Pile Holes: The quantity added to the payment for piling will be

30% of the length of completed preformed pile holes from existing surface or the bottom of any

required excavation, whichever is lower, to the bottom of preformed hole acceptably provided,

complete for the installation of the bearing piles, regardless of the type of pile (test pile or

production pile) installed therein. Only those holes authorized to be paid for, as provided in

455-5.10.3, will be included in the measurement for payment. The Engineer will authorize

payment for preformed pile holes only when the pile has been placed in proper position and has

achieved the required penetration. 585FY 2023-24Return to Table of Contents

455-11.13Grouted Preformed Pile Holes: The quantity added to the payment for piling

will be 70% of the length of grouted preformed pile holes from the bottom of preformed hole

acceptably provided to the required top of grouting, regardless of the type of pile (test pile or

production pile) installed therein. Only those holes required to be grouted, will be included in the

measurement for payment.

455-12Basis of Payment (All Piling)

455-12.1Treated Timber Piling: Price and payment will be full compensation for all

labor, equipment, and materials required for furnishing, pile marking and installing all materials,

including collars, metal shoes, copper cover sheets, preservatives and tar, and for wrapping pile

clusters with wire cable, where so shown in the Plans.

455-12.2Prestressed Concrete Piling: Price and payment will be full compensation for

all labor, equipment, and materials required for furnishing, pile marking and installing all

reinforcing steel, predrilled holes, furnishing the material for and wrapping pile clusters with

wire cable where so shown in the Plans and grouting of preformed pile holes when shown in the

Plans.

455-12.3Steel Piling: Price and payment will be full compensation for all labor,

equipment, and materials required for furnishing, marking and installing steel piling, including

welding and painting as specified and the cost of predrilling pile holes described in 455-5.1. The

cost of any concrete fill and reinforcing steel in pipe piles will be included in the price for steel

piling.

Bracing and other metal parts attached to or forming a part of piling or bracing

and not otherwise classified, will be measured and paid for as provided in Section 460.

455-12.4Test Piles: Price and payment will be full compensation for all incidentals

necessary to complete all the work of this item except splices, build-ups, pile extractions and

preformed pile holes authorized by the Engineer and paid for under other pay items or payment

methods. The cost of all additional work not listed above necessary to ensure required

penetration and attain required bearing of the test piles will be included in the price bid per foot

of test pile, including driving and all other related costs.

455-12.5Dynamic Load Tests:

455-12.5.1 Dynamic Load Tests/Test Piles: All test piles will require dynamic

load tests. Include all costs associated with assisting the Engineer in performing the dynamic

load tests in the pay items for test piles.

455-12.5.2 Dynamic Load Tests/Production Piles: Payment will be full

compensation for all costs associated with assisting the Engineer in performing the dynamic load

tests.

455-12.6Steel Sheet Piling:

455-12.6.1 Permanent Sheet Piling: Price and payment will be full

compensation for all labor, equipment, and materials required for furnishing and installing steel

sheet piling including preformed holes and coating, but will not include furnishing and placing

anchors when an anchored wall system is designed and detailed in the Plans. In such cases,

furnishing and installing anchors will be paid separately.

455-12.6.2 Temporary Sheet Piling: For critical temporary steel sheet pile walls,

walls which are necessary to maintain the safety of the traveling public or structural integrity of

nearby structures, roadways and utilities during construction, that are detailed in the Plans, price

and payment will be full compensation for all labor, equipment, and materials required for

furnishing and installing steel sheet piling including preformed holes when shown in the Plans, 586FY 2023-24Return to Table of Contents

and including wales, anchor bars, dead men, soil anchors, proof tests, performance tests, creep

tests, and other incidental items when an anchored wall system is required. Removal of the sheet

piling, anchors, and incidentals will be included in the cost per square foot for steel sheet piling

(critical temporary). When the temporary steel sheet pile walls are not detailed in the Plans, the

cost of furnishing and installation shall be incidental to cost of other related items and no

separate payment shall be made. If the wall is not shown in the Plans, but deemed to be critical

as determined by the Engineer, then a design shall be furnished by the Department and paid for

separately under steel sheet piling (critical temporary).

455-12.7Concrete Sheet Piling: Price and payment will be full compensation for all

labor, equipment, and materials required for furnishing and installing concrete sheet piling,

including reinforcing steel, grouting, filter fabric, preformed holes and installation.

455-12.8Preformed Pile Holes: Payment will be full compensation for all labor,

equipment, casings and materials required to perform this work.

455-12.9Point Protectors: Price and payment will be full compensation for all labor,

equipment, and materials required for furnishing and installing point protectors.

455-12.10Static Load Tests: Price and payment will be full compensation for all labor,

equipment, and incidentals required to perform this work, including instrumentation, data

collection and professional services to prepare the report.

455-12.11Pile Cut-Off: Anticipate all piles will require cutting-off, and include all costs

associated with pile cut-off in the pay items for piling.

455-12.12Payment Items: Payment will be made under:

Item No. 455- 2- Treated Timber Piling - per foot.

Item No. 455- 14- Concrete Sheet Piling - per foot.

Item No. 455- 34- Prestressed Concrete Piling - per foot.

Item No. 455- 35- Steel Piling - per foot.

Item No. 455- 36- Concrete Cylinder Piling - per foot.

Item No. 455-119- Test Loads - each.

Item No. 455-120- Point Protection - each.

Item No. 455-133- Sheet Piling - per square foot.

Item No. 455-143- Test Piles (Prestressed Concrete) - per foot.

Item No. 455-144- Test Piles (Steel) - per foot.

Item No. 455-145- Test Piles (Concrete Cylinder) - per foot.

455-13Description

Construct drilled shaft foundations consisting of reinforced concrete drilled shafts.

455-14Materials

455-14.1Concrete: Use concrete meeting the requirements of Section 346, unless

otherwise shown in the Plans.

455-14.2Reinforcing Steel: Meet the reinforcing steel requirements of Section 415

455-14.3Polymer Slurry: Use a product listed on the Department’s Approved Product

List (APL) meeting the requirements of 932-5. 587FY 2023-24Return to Table of Contents

455-15Construction Methods and Equipment

455-15.1General Requirements:

455-15.1.1 Templates: When drilling from a barge, provide a fixed template,

adequate to maintain shaft position and alignment during all excavation and concreting

operations. Do not use floating templates (attached to a barge). When the Contractor fails to

properly maintain shaft position and alignment without use of a template when drilling on land,

the Engineer will require a fixed template, adequate to maintain shaft position and alignment

during all excavation and concreting operations.

455-15.1.2 Drilled Shaft Installation Plan (DSIP): At the preconstruction conference

submit a DSIP for review by the Engineer. Final approval will be subject to satisfactory

performance. Include in this plan the following details:

in responsible charge of drilled shaft operations. Ensure the drilled shaft superintendent or

foreman in responsible charge of the drilled shaft operations has a minimum of one year of

experience of installing drilled shafts of the size and depth shown in the Plans and a minimum of

three years’ experience in the construction of drilled shafts using the following methods:

the Plans.

bailing buckets, final cleaning equipment, desanding equipment, slurry pumps, core sampling

equipment, tremies or concrete pumps, casings, and equipment to install and remove casing.

construction in bents or shaft groups.

procedures.

test methods, and proposed CTQP certified technician that will perform and document the fluid

tests.

centering/required cover, cage integrity during placement, placement procedures, cage support,

and tie downs.

times and proposed operational procedures for concrete tremie or pump, including initial

placement, raising during placement, and overfilling of the shaft concrete. Include provisions to

ensure proper final shaft cutoff elevation.

minimum concrete head in casing during removal.

mixes.

procedures, and recent calibrations for any jacks or load cells. 588FY 2023-24Return to Table of Contents

Testing for Drilled (TITDS) Specialty Engineer to supervise field testing and report the test

results.

and/or shafts during placement and compaction of fill.

applicable.

slurry or concrete into waterways or other protected areas.

shaft installation.

polymer slurry, the pH and proposed viscosity ranges and a description of the mixing method to

be used. Submit the contact information for the manufacturer’s representative available for

immediate contact during shaft construction and the representative’s schedule of availability.

required as per 108-2, submit a proposed monitoring plan identifying the proposed equipment,

the structures and the specific points that will be monitored.

The Engineer will evaluate the DSIP for conformance with the Contract

Documents. Within 20 days after receipt of the plan, the Engineer will notify the Contractor of

any additional information required and/or changes that may be necessary to meet the above

requirements and satisfy the Contract Documents. The Engineer will reject any part of the plan

that does not meet specifications, plans or has the potential to affect the integrity of adjacent

structures or negatively affect the environmental conditions. Submit changes agreed upon for

reevaluation. The Engineer will notify the Contractor within seven days after receipt of proposed

changes of their acceptance or rejection. All equipment and procedures are subject to trial and

satisfactory performance in the field.

Acceptance by the Engineer does not relieve the Contractor of the

responsibility to perform the work in accordance with the Contract Documents. The installation

plan is for the Contractor to explain the approach to the work and allow the Engineer an

opportunity to comment on the equipment and procedures chosen before field operations begin.

The Engineers acceptance is not a guarantee that the chosen methods and equipment are capable

of obtaining the required results, this responsibility lies with the Contractor.

455-15.1.3 General Methods & Equipment: Perform the excavations required

for the shafts, through whatever materials encountered, to the dimensions and elevations shown

in the Contract Documents, using methods and equipment suitable for the intended purpose and

the materials encountered. Provide drilling tools with a diameter not smaller than one inch of the

shaft diameter required in the Plans. Provide equipment capable of constructing shafts supporting

bridges to a depth equal to the deepest shaft shown in the Plans plus 15 foot or plus three times

the shaft diameter, whichever is greater, except when the Plans require equipment capable of

constructing shafts to a deeper depth. Provide equipment capable of constructing shafts

supporting non-bridge structures, including sign, signal, lighting and ITS structures, to a depth

equal to the deepest shaft shown in the Plans plus 5 feet. 589FY 2023-24Return to Table of Contents

Construct drilled shafts according to the Contract Documents using

generally either the dry method, wet method, casing method, or permanent casing method as

necessary to produce sound, durable concrete foundation shafts free of defects. Use the

permanent casing method only when required by the Plans or authorized by the Engineer. When

the Plans describe a particular method of construction, use this method except when permitted

otherwise by the Engineer, after field trial. When the Plans do not describe a particular method,

propose a method on the basis of its suitability to the site conditions and submit it for approval

by the Engineer.

Set a suitable temporary removable surface casing from at least 1 foot

above the ground surface to at least 1-1/2 shaft diameters below the ground surface to prevent

caving of the surface soils and to aid in maintaining shaft position and alignment. Do not use a

temporary casing larger than 12 inches of the shaft diameter. Fill the oversized temporary casing

with drilled shaft concrete at no additional expense to the Department. Withdraw the surface

casing after concrete placement. The Engineer may require predrilling with slurry and/or

overreaming to the outside diameter of the casing to install the surface casing at some sites.

For drilled shafts installed to support sign, signal, lighting and ITS

structures, provide temporary surface casings from at least 1 foot above the ground surface to at

least 5 feet below the ground surface. For sign, signal, lighting and ITS structure foundations

located within permanent sidewalks or within 5 feet of curb sections, provide temporary surface

casings from no lower than the top of sidewalk to at least 5 feet below the ground surface.

For drilled shafts installed to support sign, signal, lighting and ITS

structures, do not attempt to excavate the shaft using plain water or natural slurry. Do not attempt

to excavate the shaft using dry construction method unless specifically indicated in the Plans or

approved by the Engineer.

455-15.2Dry Construction Method: Use the dry construction method only at sites

where the ground water table and soil conditions, generally stiff to hard clays or rock above the

water table, make it feasible to construct the shaft in a relatively dry excavation and where the

sides and bottom of the shaft are stable and may be visually inspected by the Engineer prior to

placing the concrete.

In applying the dry construction method, drill the shaft excavation, remove

accumulated seepage water and loose material from the excavation and place the shaft concrete

in a relatively dry excavation.

Use the dry construction method only when shaft excavations, as demonstrated in

a test hole, have 12 inches or less of seepage water accumulated over a four hour period, the

sides and bottom remain stable without detrimental caving, sloughing, or swelling for a four hour

period, and the loose material and water can be satisfactorily removed prior to inspection and

prior to placing concrete. Use the wet construction method or the temporary casing construction

method for shafts that do not meet the requirements for the dry construction method.

455-15.3Wet Construction Method: Use the wet construction method at all sites where

it is impractical to provide a dry excavation for placement of the shaft concrete.

The wet construction method consists of keeping the shaft excavation filled with

fluid (mineral slurry, polymer slurry, natural slurry or water), desanding and cleaning the slurry

and final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump or

other approved devices and placing the shaft concrete (with a tremie or concrete pump extending

to the shaft bottom) which displaces the water or slurry during concreting of the shaft excavation. 590FY 2023-24Return to Table of Contents

Where drilled shafts are located in open water areas, construct the shafts by the

wet method using exterior casings extending from above the water elevation into the ground to

protect the shaft concrete from water action during placement and curing of the concrete. Install

the exterior casing in a manner that will produce a positive seal at the bottom of the casing so

that there is no intrusion or extrusion of water or other materials into or from the shaft

excavation.

455-15.4Temporary Casing Construction Method: Use the temporary casing method

at all sites where it is inappropriate to use the dry or wet construction methods without the use of

temporary casings other than surface casings. In this method, the casing is advanced prior to

excavation and withdrawn after concrete placement. When a formation is reached that is nearly

impervious, seal in the nearly impervious formation. Proceed with drilling as with the wet

method to the projected depth. Proceed with the placement of the concrete as with the dry

method. In the event seepage conditions prevent use of the dry method, complete the excavation

and concrete placement using wet methods.

Where drilling through materials having a tendency to cave, advance the

excavation by drilling in a mineral or polymer slurry. In the event that a caving layer or layers

are encountered that cannot be controlled by slurry, install temporary removable casing through

such caving layer or layers. The Engineer may require overreaming to the outside diameter of the

casing. Take whatever steps are required to prevent caving during shaft excavation including

installation of deeper casings. If electing to remove a casing and replace it with a longer casing

through caving soils, backfill the excavation. The Contractor may use soil previously excavated

or soil from the site to backfill the excavation. The Contractor may use other approved methods

which will control the size of the excavation and protect the integrity of the foundation soils to

excavate through caving layers.

Before withdrawing the casing, ensure that the level of fresh concrete is at such a

level that the fluid trapped behind the casing is displaced upward. As the casing is withdrawn,

maintain the level of concrete within the casing so that fluid trapped behind the casing is

displaced upward out of the shaft excavation without mixing with or displacing the shaft

concrete.

The Contractor may use the casing method, when approved by the Engineer, to

construct shafts through weak caving soils that do not contribute significant shaft shear

resistance. In this case, place a temporary casing through the weak caving soils before beginning

excavation. Conduct excavation using the dry construction method where appropriate for site

conditions and the wet construction method where the dry construction method is not

appropriate. Withdraw the temporary casing during the concreting operations unless the Engineer

approves otherwise.

455-15.5Permanent Casing Construction Method: Use the permanent casing method

when required by the Plans. In this method, place a casing to the prescribed depth before

beginning excavation. If the Contractor cannot attain full penetration, the Engineer may direct

the Contractor to excavate through the casing and advance the casing until reaching the desired

penetration. In some cases, the Engineer may require the Contractor to overream to the outside

diameter of the casing before placing the casing.

Construct the shaft in accordance with 455-15.4 except for cutting the casing off

at the prescribed elevation upon reaching the proper construction sequence and leaving the

remainder of the casing in place. 591FY 2023-24Return to Table of Contents

455-15.5.1 Temporary Extension of Permanent Casing: When the wet method

does not provide enough support to excavate and clean the drilled shaft extension below the

permanent casing tip elevations shown in the Plans, the permanent casing may be temporarily

extended to an elevation deeper than the tip elevation at no additional expense to the Department.

The rock socket length must be extended as specified in 455-15.7 and the casing raised to the

original casing tip elevation shown in the Plans after the concrete placement. Include details of

this procedure in the DSIP for the Engineer’s review and approval.

455-15.5.2 Temporary Casing to Stabilize Excavation below the Permanent

Casing: To stabilize the excavation below the permanent casing tip elevation, a temporary

casing inside an oversized permanent casing may be used at no additional expense to the

Department. The permanent casing must have an inside diameter no more than 6 inches larger

than the drilled shaft diameter specified in the Plans.

The following requirements apply:

casing. Ensure all materials are removed from the inside wall of the permanent casing.

permanent casing tip elevation. The temporary casing must have a minimum internal diameter

equal to the shaft diameter required in the Plans.

top of rock socket elevation as shown in the Plans, or the top of rock elevation if deeper, extend

the rock socket length in accordance with 455-15.7.

temporary casing. Do not allow concrete to fall or overflow into the annular space between the

temporary and permanent casing.

accordance with 455-15.4, 455-15.7 and 455-17. During withdrawal of the temporary casing,

maintain adequate concrete head in both the temporary and permanent casings to avoid

breaching, caving, or contamination of the concrete.

Include details of this procedure in the DSIP for the Engineer’s review and

approval.

455-15.6Excavations: When pilot holes and/or load tests are performed, the Engineer

will use the pilot hole and/or load test results to determine the authorized tip elevations and/or

the authorized installation criteria of the drilled shafts. Drilled shaft construction shall not begin

until pilot hole and/or load test reports are approved by the Engineer. Shaft tip elevations based

on pilot hole results and/or load tests may vary from the tip elevations presented in the Plans.

Extend drilled shaft excavations deeper by extra depth excavation when the Engineer determines

the material encountered while drilling the shaft excavation is unsuitable and/or is not the same

as anticipated in the design of the drilled shaft. In the absence of suitable strength tests or load

tests to evaluate materials excavated, construct the shafts no higher than the tip elevations shown

in the Plans.

455-15.6.1 Pilot Hole: When pilot holes are shown in the Plans core a pilot hole,

prior to shaft excavation, in accordance with ASTM D2113 Standard Practice for Rock Core

Drilling and Sampling of Rock for Site Excavation and the Department’s Soils & Foundations

Handbook using a double or triple wall core barrel through part or all of the shaft, to a depth of

3 times the diameter of the drilled shaft below the tip elevation shown in the Plans, as directed by 592FY 2023-24Return to Table of Contents

the Engineer. The Engineer may require the Contractor to cut any core to a total depth below the

bottom of the drilled shaft excavation of up to 5 times the diameter of the drilled shaft.

455-15.6.2 Cores: Take cores when shown in the Plans or directed by the

Engineer to determine the character of the material directly below the shaft excavation. Provide

equipment to retrieve the core from a depth of 5 times the diameter of the drilled shaft below the

bottom of the drilled shaft excavation in accordance with ASTM D2113 Standard Practice for

Rock Core Drilling and Sampling of Rock for Site Excavation. Cut the cores with an approved

core barrel to a minimum depth of 3 times the diameter of the drilled shaft below the bottom of

the drilled shaft excavation after completing the shaft excavation, as directed by the Engineer.

The Engineer may require the Contractor to cut any core to a total depth below the bottom of the

drilled shaft excavation of up to 5 times the diameter of the drilled shaft.

For cores or pilot holes, use only a double or triple wall core barrel

designed:

least 5 feet in length, and,

shaft excavation and the core barrel in an undisturbed state.

The Engineer will inspect the cores and determine the depth of required

excavation. When considered necessary by the Engineer, take additional cores. Place the core

samples in suitable containers, identified by shaft location, elevation from and to, and job

number, and deliver to the Department within 48 hours after cutting. When called for in the

Plans, substitute Standard Penetration Tests (SPT) for coring. In such cases, supply these tests at

no additional cost per foot to the Department above that bid for core (shaft excavation).

Provide areas for the disposal of unsuitable materials and excess materials

as defined in 120-5 that are removed from shaft excavations, and dispose of them in a manner

meeting all environmental requirements.

Furnish the additional drilled shaft concrete over the theoretical amount

required to complete filling any excavations for shafts which are larger than required by the

Plans or authorized by the Engineer, at no expense to the Department.

455-15.7Casings: Ensure that casings are metal, of ample strength to withstand handling

and driving stresses and the pressure of concrete and of the surrounding earth materials, and that

they are smooth and water tight. Ensure that the inside diameter of casing is not less than the

specified size of shaft except as provided below. The Department will not allow extra

compensation for concrete required to fill an oversize casing or oversize excavation.

The Engineer will allow the Contractor to supply casing with an outside diameter

equal to the specified shaft diameter (O.D. casing) provided additional shaft length is supplied at

the shaft tip. Determine the additional length of shaft required by the following relationship: 593FY 2023-24Return to Table of Contents

D

L)D-D(

=LengthAdditional

where:

D1= casing inside diameter specified = shaft diameter specified

D2= casing inside diameter provided (D2 = D1 minus twice the wall

thickness).

L= authorized shaft length below ground for temporary casing methods or

below casing for permanent casing methods.

Bear all costs relating to this additional length including but not limited to the cost

of extra excavation, extra concrete, and extra reinforcing steel.

Install and remove casing by rotating, exerting downward pressure, or with a

vibratory hammer, unless otherwise shown in the Contract Documents. Remove all casings from

shaft excavations except those used for the Permanent Casing Method. Ensure that the portion of

casings installed under the Permanent Casing Method of construction below the shaft cut-off

elevation remains in position as a permanent part of the drilled shaft. The Contractor may leave

casings if in the opinion of the Engineer the casings will not adversely affect the shaft capacity in

place. When casings that are to be removed become bound in the shaft excavation and cannot be

practically removed, drill the shaft excavation deeper as directed by the Engineer to compensate

for loss of capacity due to the presence of the casing. The Department will not compensate for

the casing remaining. The Department will pay for the additional length of shaft under Pay Item

No. 455-88.

If temporary casing is advanced deeper than the minimum top of rock socket

elevation shown in the Plans or actual top of rock elevation if deeper, withdraw the casing from

the rock socket and overream the shaft. If the temporary casing cannot be withdrawn from the

rock socket before final cleaning, extend the length of rock socket below the authorized tip

elevation one-half of the distance between the minimum top of rock socket elevation or actual

elevation if deeper, and the temporary casing tip elevation.

Form drilled shafts extending through a body of water with permanent casings.

When the shaft extends above ground or a body of water, the Contractor may form the exposed

portion with removable casing, unless otherwise specified in the Plans. Remove the portion of

metal casings between an elevation 2 feet below the lowest water elevation, or 2 feet below

ground, whichever is higher and the top of shaft elevation after the concrete is cured. Remove

casings to expose the concrete as required above in a manner which will not damage the drilled

shaft concrete. Dismantle removable casings in accordance with the provisions of 455-17.5.

When practical, do not start casing removal until completing all concrete

placement in the shaft. Extract casing at a slow, uniform rate with the pull in line with the axis of

the shaft. Withdraw temporary casings while the concrete remains fluid.

When conditions warrant, the Contractor may pull the casing in partial stages.

Maintain a sufficient head of concrete above the bottom of the casing to overcome the

hydrostatic pressure of water outside the casing. At all times maintain the elevation of the

concrete in the casing high enough to displace the drilling slurry between the outside of the

casing and the edge of the hole while removing the casing. 594FY 2023-24Return to Table of Contents

The Contractor may use special casing systems in open water areas, when

approved, which are designed to permit removal after the concrete has hardened. Design special

casings so that no damage occurs to the drilled shaft concrete during their removal.

Expandable or split casings that are removable are not permitted for use below

water.

455-15.8Slurry and Fluid in Excavation:

455-15.8.1 General: Thoroughly premix the slurry in a mixing tank with clean

fresh water prior to introduction into the shaft excavation. Introduce slurry before the excavation

advances below the bottom of the casing. Ensure that the percentage of polymer or mineral

admixture used to make the suspension is such as to maintain the stability of the shaft

excavation. Provide adequate water and/or slurry tanks to perform the work in accordance with

this Section. The Engineer will not allow excavated pits on projects requiring slurry tanks

without the written permission of the Engineer. Take the steps necessary to prevent the slurry

from “setting up” in the shaft; including, but not limited, to agitation, circulation, and adjusting

the composition and properties of the slurry. Provide suitable offsite disposal areas and dispose

of all waste slurry in a manner meeting all requirements pertaining to pollution.

For shafts to support sign, signal, lighting, and ITS structures, polymer slurry may

be mixed in the casing portion, in accordance with the APL approved instructions if the

following conditions are met:

requirements of 455-15.8.3, before continuing the excavation below the casing.

casing, to maintain the slurry properties during the excavation within compliance of 455-15.8.3.

hour, in the middle of the excavation depth at the time of testing to verify the properties are

maintained within compliance throughout the excavation.

compliance of 455-15.8.3, discontinue this mixing method and use a slurry pre-mixed in a tank.

Provide a CTQP qualified drilled shaft inspector to perform control tests

using suitable apparatus on the slurry mixture to determine the slurry and fluid properties as

specified in 455-15.8.2 to 455-15.8.4.

Measure the viscosity of the freshly mixed slurry regularly as a check on

the quality of the slurry being formed using an approved measuring device.

Perform tests from the fluid in the excavation to determine density,

viscosity, and pH value to establish a consistent working pattern, taking into account the mixing

process and blending of freshly mixed slurry and previously used slurry. Repeat tests to

determine density, viscosity, and pH value at intervals not exceeding 2 hours during the first

8 hours slurry is in use and every 4 hours thereafter, including overnight, until concrete

placement. Perform density, viscosity and pH tests again when the excavation reaches the

midpoint. When the contractor operations require the shaft excavation to be interrupted and

performed in multiple shifts, the continuous testing may be waived if the excavation at the time

of suspension of the operations is not deeper than the bottom of the casing provided.

For shafts to support sign, signal, lighting and ITS structures up to 5 ft

diameter and up to 40 ft in depth, when the contractor operations require the shaft to be

constructed in multiple shifts, the continuous testing may be waived if the excavation at the time 595FY 2023-24Return to Table of Contents

of operations suspension is not deeper than the bottom of the casing provided, or if all the

conditions below are met:

adjacent lane, utility pole, or any structure, if the excavation fails.

and at a time not exceeding 12 hours after that or at the time the operations resume whichever

comes first. Testing shall be performed at intervals not exceeding 2 hours for the first 8 hours

after resuming operations and every 4 hours thereafter.

time, one sample approximately three feet from the bottom and one sample from the middle of

the excavation depth at the time the operations were suspended. The results must indicate the

polymer slurry meets the viscosity requirements of 455-15.8.3. If this requirement is not met, do

not continue without testing for more than 4 hours including the time periods between shifts.

of 15 minutes or longer, that demonstrate the fluid level is stable over two consecutive

soundings.

or both, adjust the slurry to meet all property requirements of 455-15.8.3. Re-test slurry to verify

properties meet the requirements, before resuming operations. Continue testing the slurry every

4 hours after resuming operations until completion of the excavation.

The Department may perform comparison tests as determined necessary

during the mineral and polymer slurry operations.

If, at any time in the opinion of the Engineer, the wet construction method

fails to stabilize the excavation, discontinue this method of construction, backfill the excavation

and submit modifications in procedure or alternate means of construction for approval.

455-15.8.2 Mineral Slurry: When mineral slurry is used in an excavation, use

only processed attapulgite or bentonite clays with up to 2% (by dry weight) of added polymer.

Use mineral slurry having a mineral grain size such that it will remain in suspension and having

viscosity and gel characteristics to transport excavated material to a screening system. Use a

percentage and specific gravity of the material to make a suspensionable to maintain the stability

of the excavation and to allow proper placement of concrete. Ensure that the material used to

make the slurry is not detrimental to concrete or surrounding ground strata. During construction,

maintain the level of the slurry at a height sufficient to prevent caving of the hole. In the event of

a sudden significant loss of slurry such that the slurry level cannot be maintained by adding

slurry to the hole, backfill the excavation and delay the construction of that foundation until an

alternate construction procedure has been approved.

Perform the following tests on the mineral slurry supplied to and in the

shaft excavation and ensure that the results are within the ranges stated in the table below: 596FY 2023-24Return to Table of Contents

Table 455-2

Item to be measured Range of Results at 68ºF fluid

temperature Test Method

Density

64 to 73 lb/ft

(in fresh water environment)

66 to 75 lb/ft

(in salt water environment)

Mud density balance:

FM 8-RP13B-1

Viscosity 30 to 40 seconds Marsh Cone Method:

FM 8-RP13B-2

pH 8 to 11

Electric pH meter or pH

indicator paper strips:

FM 8-RP13B-4

Sand Content 4% or less FM 8-RP13B-3

The Contractor may adjust the limits in the above table when field

conditions warrant as successfully demonstrated in a test hole or with other methods approved by

the Engineer. The Engineer must approve all changes in writing before the Contractor can

continue to use them.

During construction, maintain the level of mineral slurry in the shaft

excavation within the excavation and at a level not less than 4 feet above the highest expected

piezometric water elevation along the depth of a shaft.

455-15.8.3 Polymer Slurry: A representative of the manufacturer must be on-site

or available for immediate contact to assist and guide the construction of the first three drilled

shafts at no additional cost to the Department. This representative must also be available for

on-site assistance or immediate contact if problems are encountered during the construction of

the remaining drilled shafts as determined by the Engineer. Use polymer slurry only if the soils

below the casing are not classified as organic, and the pH of the fluid in the hole can be

maintained in accordance with the manufacturer’s recommendations.

Perform the following tests on the polymer slurry supplied to and in the

shaft excavation and ensure that the results are maintained within the ranges stated in the table

below:

Table 455-3

Mixed Polymer Slurry Properties

Item to be measured Range of Results at 68ºF fluid

temperature

Test Method

Density

62 to 65 lb/ft

(fresh water)

64 to 67 lb/ft

(salt water)

Mud density balance:

FM 8-RP13B-1

Viscosity for bridges and

main structure

foundations

50 seconds to upper limit defined by

the APL

Marsh Cone Method:

FM 8-RP13B-2

Viscosity for

miscellaneous structure

foundations

50 seconds to upper limit

recommended by the manufacturer

based on soil type

Marsh Cone Method:

FM 8-RP13B-2 597FY 2023-24Return to Table of Contents

Table 455-3

Mixed Polymer Slurry Properties

Item to be measured Range of Results at 68ºF fluid

temperature

Test Method

pH Range published by the manufacturer

for materials excavated

Electric pH meter or pH

indicator paper strips:

FM 8-RP13B-4

Sand Content 0.5% or less FM 8-RP13B-3

Premix polymer slurry in accordance with the manufacturer’s published

procedures. Do not mix the slurry in the excavation as a means to prepare slurry. When approved

by the Engineer, adjustments to slurry properties can be made in the excavation.

During construction, maintain the level of the slurry at a height sufficient

to prevent caving of the hole and which should not be lower than 4 feet above the highest

expected piezometric water elevation along the depth of the shaft.

Ensure the method of disposal meets the requirements of local authorities.

455-15.8.4 Fluid in Excavation at Time of Concrete Placement: When any

fluid is present in any drilled shaft excavation, including shafts to support sign, signal, lighting

and ITS structures, the applicable test methods and reporting requirements described in

455-15.8.1, 455-15.8.2 and 455-15.8.3 apply to tests of fluid in the shaft prior to placing the

concrete.

When mineral slurries are used, ensure the properties at the time of concrete

placement are within the acceptable ranges indicated in 455-15.8.2. When polymer slurries are

used ensure the properties of the polymer slurry are within the following acceptable ranges at the

time of concrete placement:

Table 455-4

Polymer Slurry Properties at Time of Concrete Placement

Item to be measured Range of Results at 68ºF fluid

temperature

Test Method

Density

62 to 65 lb/ft

(fresh water)

64 to 67 lb/ft

(salt water)

Mud density balance:

FM 8-RP13B-1

Viscosity 50 seconds to upper limit defined by

the APL

Marsh Cone Method:

FM 8-RP13B-2

pH Range published by the manufacturer

for materials excavated

Electric pH meter or pH

indicator paper strips:

FM 8-RP13B-4

Sand Content 0.5% or less FM 8-RP13B-3

Test samples of the fluid in the shaft from within 1 inch of the base of the

shaft and from the middle of the shaft height for shafts up to 60 feet in depth. Test samples of the

fluid in the shaft from within 1 inch of the base of the shaft and at intervals not exceeding 30 feet

up the shaft for shafts deeper than 60 feet. Use a sampling tool designed to sample over a depth

range of 12 inches or less. Take whatever action is necessary prior to placing the concrete to 598FY 2023-24Return to Table of Contents

bring the fluid within the specification and reporting requirements, outlined in the tables in

455-15.8.2 and 455-15.8.3, except as follows:

The Engineer will not require tests for pH or viscosity, nor require the

fluid to meet the minimum density specified in 455-15.8.2 and 455-15.8.3 when neither polymer

nor mineral slurry has been introduced into the shaft excavation.

455-15.9Tremies and Pumps:

455-15.9.1 General: The requirements of the applicable provisions of

Section 400 will apply when using a tremie or a pump to place drilled shaft concrete.

455-15.9.2 Dry Excavations: Ensure that the tremie for depositing concrete in a

dry drilled shaft excavation consists of a tube of solid construction, a tube constructed of sections

which can be added and removed, or a tube of other approved design. The Contractor may pass

concrete through a hopper at the top of the tube or through side openings as the tremie is

retrieved during concrete placement. Support the tremie so that the free fall of the concrete is less

than 5 feet at all times. If the free falling concrete causes the shaft excavation to cave or slough,

control the movement of concrete by reducing the height of free fall of the concrete and/or

reducing the rate of flow of concrete into the excavation.

455-15.9.3 Wet Excavations: Construct the tremie or pump line used to deposit

concrete beneath the surface of water so that it is water-tight and will readily discharge concrete.

Construct the discharge end of the tremie or pump line to prevent water intrusion and permit the

free flow of concrete during placement operations. Ensure that the tremie or pump line has

sufficient length and weight to rest on the shaft bottom before starting concrete placement.

During placement operations, ensure that the discharge end of the tremie

or pump line is within 6 inches of the bottom of the shaft excavation until at least 10 feet of

concrete has been placed. Ensure the discharge end of the tremie or pump line is continuously

embedded at least 10 feet into the concrete after 10 feet of concrete has been placed and until the

casing is overpoured sufficiently to eliminate all contaminated concrete. Ensure that the free fall

of concrete into the hopper is less than 5 feet at all times. Support the tremie so that it can be

raised to increase the discharge of concrete and lowered to reduce the discharge of concrete. Do

not rapidly raise or lower the tremie to increase the discharge of the concrete. Maintain a

continuous flow of concrete and a positive pressure differential of the concrete in the tremie or

pump line at all times to prevent water or slurry intrusion into the shaft concrete.

455-15.10Excavation and Drilling Equipment:

455-15.10.1 General: All shaft excavation is unclassified shaft excavation. The

Engineer will require drilled shaft sidewall overreaming when inspections show it to be

necessary. These terms are defined in 455-15.10.2, 455-15.10.3, and 455-15.10.4, respectively.

Use excavation and drilling equipment having adequate capacity,

including power, torque, and crowd (downthrust), and excavation and overreaming tools of

adequate design, size, and strength to perform the work shown in the Plans or described herein.

When the material encountered cannot be drilled using conventional earth augers and/or

underreaming tools, provide special drilling equipment, including but not limited to rock augers,

core barrels, rock tools, air tools, blasting materials, and other equipment as necessary to

continue the shaft excavation to the size and depth required. In the event blasting is necessary,

obtain all necessary permits. The Contractor is responsible for the effects of blasting on already

completed work and adjacent structures. The Engineer must approve all blasting.

455-15.10.2 Unclassified Shaft Excavation: Unclassified shaft excavation is

defined as all processes required to excavate a drilled shaft of the dimensions shown in the 599FY 2023-24Return to Table of Contents

Contract Documents to the depth indicated in the Plans plus 15 feet or plus 3 shaft diameters,

whichever is deeper, completed and accepted. Include in the work all shaft excavation, whether

the material encountered is soil, rock, weathered rock, stone, natural or man-made obstructions,

or materials of other descriptions.

455-15.10.3 Unclassified Extra Depth Excavation: Unclassified extra depth

excavation is defined as all processes required to excavate a drilled shaft of plan dimensions

which is deeper than the limits defined as unclassified shaft excavation.

455-15.10.4 Drilled Shaft Sidewall Overreaming: Drilled shaft sidewall

overreaming is defined as the unclassified excavation required to roughen its surface or to

enlarge the drilled shaft diameter due to softening of the sidewalls or to remove excessive

buildup of slurry cake when slurry is used. Increase the shaft radius a minimum of 1/2 inch and a

maximum of 3 inches by overreaming. The Contractor may accomplish overreaming with a

grooving tool, overreaming bucket, or other approved equipment.

Meet the limit for depth of sidewall overreaming into the shaft sidewall

material and the elevation limits between which sidewall overreaming is required.

455-15.11Inspection of Excavations:

455-15.11.1 Dimensions and Alignment: Provide equipment for checking the

dimensions and alignment of each permanent shaft excavation. Determine the dimensions and

alignment of the shaft excavation under the observation and direction of the Department.

Generally, check the alignment and dimensions by any of the following methods as necessary:

reference stakes and a plumb bob.

excavation.

dimensions and alignment into the excavation to full depth.

455-15.11.2 Depth: Generally, reference the depth of the shaft during drilling to

appropriate marks on the Kelly bar or other suitable methods. Measure final shaft depths with a

suitable weighted tape or other approved methods after final cleaning.

455-15.11.3 Shaft Inspection Device (SID): When shown in the Plans, furnish

all power and equipment necessary for the Engineer to inspect the bottom conditions of a drilled

shaft excavation and to measure the thickness of bottom sediment or any other debris using a

SID. Provide a means to position and lower the SID into the shaft excavation to enable the bell

housing to rest vertically on the bottom of the excavation. Include all cost related to the

inspection device in the cost of drilled shaft items.

Furnish a SID meeting the following requirements:

inside a watertight bell housing.

monitor at the surface in real time.

annotation on a quality DVD with a resolution of not less than 720 x 480.

least two graduated measuring devices to record the depth of sediment on the bottom of the shaft

excavation to a minimum accuracy of 1/2 inch and a length greater than 1-1/2 inches. 600FY 2023-24Return to Table of Contents

vision at the bottom of the shaft in order for the operator and inspector to clearly see the depth

measurement scale on the video monitor and to produce a clear recording of the inspection.

adjust the drilling fluid level within the bell housing and a pressurized water system to assist in

determination of bottom sedimentation depth.

Obtain the Engineer’s approval of the device in advance of the first

inspection contingent on satisfactory field performance. Notify the Engineer for approval before

a different device is used for any subsequent inspection.

455-15.11.4 Shaft Cleanliness Requirements: Adjust cleaning operations so a

minimum of 50% of the bottom of each shaft will have less than 1/2 inches of sediment at the

time of placement of the concrete. Ensure the maximum depth of sedimentary deposits or any

other debris at any place on the bottom of the shaft excavation does not exceed 1-1/2 inches. The

Engineer will determine shaft cleanliness by visual inspection for dry shafts, using divers or an

inspection device or other methods the Engineer deems appropriate for wet shafts.

When using slurry, meet the requirements of 455-15.8 at the time of

concrete placement.

455-15.11.4.1 Exceptions for Shafts for Sign, Signal, Lighting and ITS

Structures: Ensure the depth of sedimentary deposits or other debris does not exceed 1 inch

over the bottom of the shaft when installing drilled shafts to support sign, signal, lighting and

ITS structures.

455-15.11.5 Time of Excavation: Overream the sidewalls of any unclassified

excavation work using mineral slurry lasting more than 36 hours (measured from the beginning

of excavation for all methods except the Temporary or Permanent Casing Method, which begins

at the time excavation begins below the casing) before placement of the concrete. Ensure that the

minimum depth of overreaming the shaft sidewall is 1/2 inch and the maximum depth is

3 inches. Provide any overreaming required at no expense to the Department when exceeding the

36 hour limit unless the time limit is exceeded to accomplish excavating deeper than the

elevation shown in the Plans as ordered by the Engineer. The Department will pay the Contractor

for authorized overreaming when excavating deeper than the elevation shown in the Plans as

ordered by the Engineer exceeds the 36 hour time limit as Extra Work.

When using mineral slurry, adjust excavation operations so that the

maximum time that slurry is in contact with the bottom 5 feet of the shaft (from time of drilling

to concreting) does not exceed 12 hours. If exceeding the 12 hour time limit, overream the shaft

socket or the full shaft when socket is not specified, at no additional expense to the Department

prior to performing other operations in the shaft.

455-16Reinforcing Steel Construction and Placement

455-16.1Cage Construction and Placement: Completely assemble and place as a unit

the cage of reinforcing steel, consisting of longitudinal bars, ties, and cage stiffener bars,

immediately after the Engineer inspects and accepts the shaft excavation and immediately prior

to placing concrete. Tie all intersections of drilled shaft reinforcing steel with cross ties or

“figure 8” ties. Use double strand ties, ties with larger tie wire, U-bolts, or similar when

necessary. The Engineer will give final approval of the cage construction and placement subject

to satisfactory performance in the field.

455-16.2Splicing Cage: If the bottom of the constructed shaft elevation is lower than the

bottom of the shaft elevation in the Plans, extend a minimum of one half of the longitudinal bars 601FY 2023-24Return to Table of Contents

required in the upper portion of the shaft the additional length. Continue the tie bars for the extra

depth, spaced on 2 foot centers, and extend the stiffener bars to the final depth. The Contractor

may lap splice these bars or use unspliced bars of the proper length. Do not weld bars to the

planned reinforcing steel unless shown in the Contract Documents.

For drilled shafts supporting sign, signal, lighting and ITS structures, if the shaft

cleaning operations result in excavating below the required tip elevation, the reinforcing steel

cage does not need to be extended. The reinforcing steel cage may be spliced to rest on the

bottom of the excavation or suspended in place from the top.

455-16.3Support, Alignment, and Tolerance: Tie and support the reinforcing steel in

the shaft so that the reinforcing steel will remain within allowable tolerances as specified in

455-20 and Section 415.

Ensure concentric spacing for the entire length of the cage. As a minimum, use

centering devices consisting of wheels or other approved noncorrosive spacing devices within

3 feet of the bottom, within 6 feet of the top, and intervals not exceeding 10 feet along the cage

length. Do not use block or wire type spacers. Ensure no permanent metallic elements will be

within the concrete cover space. Use a minimum of one spacer per 30 inches of circumference of

cage with a minimum of four at each level. Provide spacers at the bottom of the drilled shaft

reinforcing cage as required to maintain the proper position of the cage.

For shafts to support sign, signal, lighting and ITS structures, when a casing with

an inside diameter (I.D.) larger than the required shaft diameter is used, provide, within the

portion of the oversized casing, centering devices specially dimensioned or other means to

ensure the shaft, the cage and the upright are concentric. Provide spacers within 3 feet of the

bottom and at intervals not exceeding 10 feet along the reinforcement, with a minimum of two

levels of spacers below the bottom of the casing.

Check the elevation of the top of the steel cage before and after placing the

concrete. If the cage is not within the specified tolerances, correct, and submit a revised DSIP to

the Engineer for approval. Do not construct additional shafts until receiving approval from the

Engineer.

455-16.4Nondestructive Integrity Testing Access Tubes: Install access tubes full

length in all drilled shafts from the tip of shaft to a point high enough above top of shaft to allow

thermal integrity testing for drilled shafts (TITDS) and cross-hole sonic logging (CSL) testing,

but not less than 30 inches above the top of the drilled shaft, ground surface or water surface,

whichever is higher. Equally space tubes around circumference of drilled shaft. Securely tie

access tubes to the inside of the reinforcing cage and align tubes to be parallel to the vertical axis

of the center of the cage. Access tubes from the top of the reinforcing cage to the tip of the shaft

shall be NPS 1-1/2 Schedule 40 black iron or black steel (not galvanized) pipe. Access tubes

above the top of the reinforcing cage may be the same black iron or black steel pipe or

Schedule 40 PVC pipe. Ensure that the access tubes are free from loose rust, scale, dirt, paint, oil

and other foreign material. Couple tubes as required with threaded couplers, such that inside of

tube remains flush. Seal the bottom and top of the tubes with threaded caps. The tubes, joints and

bottom caps shall be watertight. Seal the top of the tubes with lubricated, threaded caps sufficient

to prevent the intrusion of foreign materials. Stiffen the cage sufficiently to prevent damage or

misalignment of access tubes during the lifting and installation of the cage. Exercise care in

removing the caps from the top of the tubes after installation so as not to apply excess torque,

hammering or other stress which could break the bond between the tubes and the concrete. 602FY 2023-24Return to Table of Contents

Provide the following number (rounded up to the next whole number of tubes)

and configuration of access tubes in each drilled shaft based on the diameter of the shaft.

Table 455-5

Shaft Diameter Number of Tubes Required Configuration around the inside

of Circular Reinforcing Cage

36 to 48 inches 4 90 degrees apart

Greater than 48 inches 1 tube per foot

of Shaft Diameter

360 degrees divided by the

Number of Tubes

Insert simulated or mock probes in each access tube prior to concreting to ensure

the serviceability of the tube. Fill access tubes with clean potable water and recap prior to

concreting. Repair or replace any leaking, misaligned or unserviceable tubes as in a manner

acceptable to the Engineer prior to concreting.

For method shafts for bridge foundations, in addition to the access tubes, provide

embedded thermal wires equally spaced around the reinforcing cage.

For drilled shaft foundations requiring anchor bolts, verify access tubes will not

interfere with anchor bolt installation before excavating the shaft. When access tube locations

conflict with anchor bolt locations, move the access tube location plus or minus 2 inches along

the inner circumference of the reinforcing cage. Notify the Engineer before excavating the shaft

if the access tube locations cannot be moved out of conflict with anchor bolt locations.

For drilled shafts supporting sign, signal, lighting and ITS structures, if the shaft

cleaning operations result in excavating below the required tip elevation, the access tubes do not

need to be extended. If the reinforcing steel cage is suspended in place from the top rather than

resting on the bottom of the excavation, clearly mark the top of shaft location on each tube.

When called for in the Contract Documents, provide embedded thermal wires and

equipment to allow TITDS in accordance with ASTM D7949 Method B.

455-17Concrete Placement

455-17.1General: Place concrete in accordance with the applicable portions of

Sections 346 and 400, 455-15.2, 455-15.3, 455-15.4, 455-15.5, 455-15.8, 455-15.9, and the

requirements herein.

Place concrete as soon as possible after completing all excavation, cleaning the

shaft excavation, inspecting and finding it satisfactory, and immediately after placing reinforcing

steel. Continuously place concrete in the shaft to the top of the casing. Continue placing concrete

after the casing is full until good quality concrete is evident at the top of the casing. Place

concrete through a tremie or concrete pump using approved methods. After the shaft is

overpoured sufficiently to eliminate all contaminated concrete, additional concrete may be added

to the shaft without the use of a tremie or pump in accordance with Section 400.

If the pressure head is lost during concrete placement for any reason, the Engineer

may direct the Contractor to perform integrity testing at no expense to the Department.

Immediately after concreting, check the water levels in the CSL access tubes and

refill as necessary. If tubes become unserviceable, core new holes in the drilled shaft as directed

by the Engineer.

455-17.2Placement Time Requirements: The elapsed time for placing drilled shaft

concrete includes the concrete mixing and transit time, the concrete placement time, the time 603FY 2023-24Return to Table of Contents

required to remove any temporary casing that causes or could cause the concrete to flow into the

space previously occupied by the casing, and the time to insert any required column steel, bolts,

weldments, etc. The elapsed time begins at the time the first truck load placed in the shaft is

batched. Maintain a minimum slump of 5 inches throughout the elapsed time. Use materials to

produce and maintain the required slump through the elapsed time that meets the class of

concrete specified. Provide slump loss tests that demonstrate to the Engineer that the concrete

will maintain a 5 inch or greater slump for the anticipated elapsed time before beginning drilled

shaft construction.

455-17.3Forms: When the top of shaft elevation is above ground or above water, form

the portion of the shaft above ground and the portion of the shaft above water with a removable

form or another approved method to the dimensions shown in the Plans except when the

Permanent Casing Method is specified.

455-17.4Riser Blocks: The Contractor may cast a riser block of equal diameter as the

column and of a maximum height of 6 inches at the top of the completed shaft. When this option

is chosen, extend any dowel steel above the top of shaft an additional 6 inches.

455-17.5Curing: Cure the top surface in accordance with the applicable provisions of

Section 400, and construct any construction joint area as shown in the Plans. Protect portions of

drilled shafts exposed to a body of water from the action of water by leaving the forms in place

for a minimum of seven days after casting the concrete. The Contractor may remove forms prior

to seven days provided the concrete strength has reached 2,500 psi or greater as evidenced by

cylinder breaks.

455-17.6Non-Destructive Testing of Drilled Shaft Integrity:

455-17.6.1 Thermal Integrity Testing for Drilled Shafts (TITDS): Perform all

TITDS in accordance with ASTM D7949. Test method shafts, load test shafts, and all drilled

shafts in bridge bents or piers considered nonredundant in the Plans, using TITDS. For all other

drilled shafts, perform TITDS only on drilled shafts selected by the Engineer. The minimum

number of shafts tested is the number of shafts indicated in the Plans. The Engineer may increase

the number shafts tested as deemed necessary.

Engage a qualified Specialty Engineer to supervise the TITDS. The

qualified TITDS Specialty Engineer must have a minimum six months experience of TITDS,

have a Florida Licensed Professional Engineer and supervise the collection and interpretation of

data. The individual performing the TITDS in the field must work for the Specialty Engineer

firm and have a minimum of six months experience of TITDS. The Contractor shall provide all

necessary assistance to the TITDS Specialty Engineer to satisfactorily perform the testing.

After acceptance of production shafts by the Engineer, remove all water

from the access tubes or core holes and fill the tubes or core holes with a structural non-shrink

grout meeting the requirements of Section 934 from the bottom via tremie tube. Place the grout

utilizing enough pressure to fill the tubes or core holes completely.

If the Contractor determines at any time during the non-destructive testing

and evaluation of the drilled shaft that the drilled shaft should be replaced, no further testing or

evaluation of that shaft is required.

455-17.6.1.1 Equipment: Furnish TITDS test equipment in accordance

with ASTM D7949 as follows:

sensorsable to be used in 1-1/2 inch I.D. pipes. 604FY 2023-24Return to Table of Contents

display of signals during data acquisition.

pressure to air lift the water from the access tubes.

455-17.6.1.2 Procedure: For non-bridge structures, perform TITDS

testing between the minimum and maximum times shown below after the batching time of the

first truck load placed in the drilled shaft, unless otherwise directed by the Engineer.

Table 455-6

Shaft Diameter

(inches)

Minimum time

(hours)

Maximum time

(hours)

36-48 24 54

49-60 24 72

61-72 24 72

73-84 24 90

85-120 24 108

The Contractor may propose modifications in the above table for

site specific and special concrete mix conditions, as demonstrated from lab and field testing and

instrumentation. The Engineer must approve all changes to the testing times prior to the

Contractor use them.

For bridges, prior to production drilled shaft and load test drilled shaft installation,

perform TITDS in accordance with ASTM D7949 Method B to determine the temperature

variability and time to peak temperature for each project specific concrete mix. Obtain

temperature measurements at least every 15 minutes during curing on the method shafts piles.

Submit the TITDS results within three working days of performing the tests, in accordance with

455-17, including the proposed temperature peak time established from the TITDS. The

Engineer will review the results of the test and concur with the proposed peak time or revise it.

After the peak time is established for each mix, perform TITDS in accordance with

ASTM D7949 Method A on production drilled shafts and load test shafts, within the following

times after batching the first truck:

Minimum time (hours) = Peak time (hours) – 8

Maximum time (hours) = Peak time (hours) + 4D

Where:

D = Drilled shaft diameter in ft.

Peak time: Time after batching the first truck load that was placed in the drilled shaft, at

which the maximum temperature is observed.

Furnish information regarding the shaft, tube lengths and depths,

construction dates, and other pertinent shaft installation observations and details to the

Department at the time of testing. Verify access tube lengths and their condition in the presence

of the Department, at the end of concrete placement. If the access tubes do not provide access 605FY 2023-24Return to Table of Contents

over the full length of the shaft, repair the existing tube(s) or core additional hole(s), as directed

by the Engineer, at no additional cost to the Department.

Just prior to inserting the thermal probe, remove water from the

access tubes. Store the removed water in an insulated container for later replacement. Allow the

thermal probe to acclimate in accordance with the equipment manufacturer recommendations.

Continuously record temperatures at depth intervals of 3.0 inches or less from the top to the

bottom of each access tube. Repeat the test at each access tube until two sets of data from the

same access tube provide similar results. Return the warm water to the access tubes immediately

after the testing has been completed.

Immediately report any potential defects indicated by low

temperature anomalies to the Engineer.

455-17.6.1.3 Required TITDS Reports: Submit the TITDS data and

analysis results to the Engineer in a signed and sealed report, together with all electronic data,

within 48 hours of testing. The report shall include as minimum the following items:

temperature versus depth.

deviations from the average at any depth from the overall average over the entire length.

temperature versus depth.

indicate variations in cage alignment.

indicating the variability of temperature vs. time, for all wires and the average. Submit the peak

time in hours for the average temperature of the wires.

Selection and Shaft Adjustment Data that show the measurements, inputs and adjustments to the

data. Screen captures of these pages from the TIP Reporter software will be acceptable.

integrity defects, meets the minimum concrete cover and diameter requirements by the

specifications and the cage is properly aligned. When anomalies are detected, include in the

report a three-dimensional rendering of the shape of the shaft.

455-17.6.1.4 Evaluation of TITDS Test Results: The Engineer will

evaluate the observations during drilled shaft construction and TITDS results to determine

whether or not the drilled shaft construction is acceptable. Drilled shafts not meeting the

minimum cover and diameter requirements, or having integrity defects, are not acceptable

without an engineering analysis.

455-17.6.1.5 Coring and/or Repair of Drilled Shafts: If the Engineer

determines a drilled shaft is unacceptable based on the TITDS tests and other testing, or observes

problems during drilled shaft construction, core the shaft to allow further evaluation and repair,

or replace the shaft as directed by the Engineer. If coring to allow further evaluation of the shaft

and repair is chosen, one or more core samples shall be taken from each unacceptable shaft for

full depth of the shaft or to the depth directed by the Engineer. The Engineer will determine the

number, location, and diameter of the cores based on the results of the TITDS. Keep an accurate 606FY 2023-24Return to Table of Contents

log of cores. Properly mark and place the cores in a crate showing the shaft depth at each interval

of core recovery. Submit the coring log and transport the cores to the location designated by the

Engineer. Perform strength testing by an AASHTO certified lab on portions of the cores as

required by the Engineer. If the TITDS and coring indicate the shaft is defective, propose

remedial measures for approval by the Engineer. Such improvement may consist of, but is not

limited to correcting defective portions of the shaft, providing straddle shafts to compensate for

capacity loss, or providing a replacement shaft. Repair all detected defects and conduct post

repair integrity testing using horizontal and offset CSL testing and 3-D tomographic imaging as

described in 455-17.6.2. Engage a Specialty Engineer to perform gamma-gamma density logging

calibrated to 1-1/2 inch black iron access tubes, prior to and after the repair is performed, to

verify the integrity of the shaft outside the reinforcing cage in the same locations where the

repair was required. When straddle shafts or replacement shafts are used to correct a deficient

foundation perform TITDS in accordance with 455-17.6.1 through 455-17.6.3 to verify integrity

of these shafts. Submit all results to the Engineer within five days of test completion for

approval. Perform all work described in this subarticle at no additional cost to the Department,

and with no increase in Contract Time.

455-17.6.2 Cross Sonic Logging (CSL) and Tomography: When required by

the Engineer, perform CSL testing in accordance with ASTM D6760. Engage a qualified

Specialty Engineer to perform the CSL testing. The qualified CSL Specialty Engineer must be a

Professional Engineer in the State of Florida and have a minimum six months experience of CSL

testing, supervising the collection of CSL data and interpretation of CSL results. The individual

performing the CLS testing in the field must work for the Specialty Engineer firm and have a

minimum of six months experience of CSL testing. The Contractor shall provide all necessary

access and assistance to the CSL Specialty Engineer to satisfactorily perform the testing.

When a shaft contains four tubes, test every possible tube combination. For shafts

with five or more tubes, test all pairs of adjacent tubes around the perimeter, and one-half of the

remaining number of tube combinations, as chosen by the Engineer. Pull the probes

simultaneously, starting from the bottoms of the tubes, over an electronic depth measuring

device. Perform the CSL tests with the source and receiver probes in the same horizontal plane.

Continuously record CSL signals at depth intervals of 2-1/2 inches or less from the bottom of the

tubes to the top of each shaft. Remove all slack from the cables prior to pulling to provide

accurate depth measurements in the CSL records. When the measurements indicate a 30% or

greater reduction in velocity between one or more pairs, take one or two concrete cores to allow

further evaluation and repair, or replace the shaft as directed by the Engineer. Determine the

location of the concrete cores by performing 3D tomographic analysis using the CSL

measurements. The core depths shall be at least 5 feet deeper than the bottom of the anomaly

determined by the 3D tomography analysis or full depth if the anomaly is within 5 feet of the

bottom of the shaft. The Engineer may accept a drilled shaft without rock cores if an EAR

demonstrates that the anomaly does not affect the structural and the geotechnical axial capacity,

the structural and geotechnical lateral stability, the settlement behavior of the shaft, and that the

anomaly will not impact the durability of the foundation.

When repairs are done, perform CSL measurements in all tube pair

combinations with the source and receiver running at the same horizonal plane and at the vertical

offsets of 45 degrees above and below. Perform all measurements including the offset

measurements from the point where the higher probe is at least 5 feet below the lower limit of

the repaired zone to the point where the lower probe is at least 5 feet above the upper limit of the 607FY 2023-24Return to Table of Contents

repaired zone. Offset measurements must be as follows: plus 45 degrees (source below receiver)

and minus 45 degrees (source above receiver). Use the measurements of these two offsets in

combination with the horizontal measurements to perform the 3D tomography. Provide the CSL

measurements, CSL logs and 3D tomographic analysis at no additional cost to the Department.

After acceptance of production shafts by the Engineer, fill the tubes or

core holes with a structural non-shrink grout in accordance with 455-17.6.1.

If the Contractor determines at any time during the non-destructive testing

and evaluation of the drilled shaft that the drilled shaft should be replaced, no further testing or

evaluation of that shaft is required.

455-17.6.2.1 Required CSL Reports: Present the CSL data and analysis

results to the Engineer in a signed and sealed report. Include CSL logs with analyses of first

pulse arrival time (FAT) versus depth and pulse energy/amplitude versus depth. Present a CSL

log for each tube pair tested with any defect zones identified on the logs and discussed in the test

report as appropriate. When offset measurements are required, perform 3D tomographic analysis

using all offset data, and include color coded 3D tomographic images in the report.

455-17.6.2.2 Evaluation of Cross Hole Sonic logging Testing: The

Engineer will evaluate the observations during drilled shaft construction and the CSL test results

to determine whether or not the drilled shaft construction is acceptable. Drilled shafts with

velocity reduction exceeding 30% are not acceptable without an engineering analysis.

455-17.6.2.3 Coring and/or Repair of Drilled Shafts: If the Engineer

determines a drilled shaft is unacceptable based on the CSL test and other testing, core the shaft

to allow further evaluation and repair, or replace the shaft in accordance with 455-17.6.1.5.

If repairs are performed or additional shafts installed to correct a

deficient foundation, conduct integrity testing and submit the results to the Engineer in

accordance with 455-17.6.1.5.

455-18Method Shafts

The Engineer will use the construction of method shafts (test holes) to determine if the

methods and equipment used by the Contractor are sufficient to produce a shaft excavation

meeting the requirements of the Contract Documents. During method shaft excavations, the

Engineer will evaluate the ability to control dimensions and alignment of excavations within

tolerances; to seal the casing into impervious materials; to control the size of the excavation

under caving conditions by the use of slurry or by other means; to properly clean the completed

shaft excavation; to construct excavations in open water areas; to determine the elevation of

ground water; to place reinforcing steel and concrete meeting the requirements of these

Specifications within the prescribed time frame; and to execute any other necessary construction

operation. Revise the methods and equipment as necessary at any time during the construction of

the method shaft when unable to satisfactorily carry out any of the necessary operations

described above or when unable to control the dimensions and alignment of the shaft excavation

within tolerances.

Construct method shafts out of permanent position at the location shown in the Plans or

as directed by the Engineer. Ensure the diameter and depth of the method shaft or holes are the

same diameter and maximum depth as the production drilled shafts. Reinforce the method shaft

unless otherwise directed in the Contract Documents. Fill the method shaft with concrete in the

same manner production drilled shafts will be constructed. Backfill method shaft which are not

filled with concrete with suitable soil in a manner satisfactory to the Engineer. Leave concreted

method shaft in place, except remove the top of the shaft to a depth of 2 feet below the finished 608FY 2023-24Return to Table of Contents

graded surface. Use the same procedure for shafts constructed in water. Restore the disturbed

areas at the sites of method shaft drilled out of position as nearly as practical to their original

condition. When the Contractor fails to demonstrate to the Engineer the adequacy of his methods

or equipment, and alterations are required, make appropriate modifications and provide

additional test holes at no expense to the Department. Include the cost of all method shaft in the

cost of the drilled shafts. Make no changes in methods or equipment after initial approval

without the consent of the Engineer.

A separate method shaft is not required for drilled shafts installed under sign, signal,

lighting and ITS structures. The first production shaft will serve as a method shaft for

determining acceptability of the installation method.

455-19Test Bells

Test bells are no longer used.

455-20Construction Tolerances

Meet the following construction tolerances for drilled shafts:

X or Y coordinate from the position indicated in the Plans.

the alignment shown in the Plans by more than 1/4 inches per foot of depth.

no more than 6 inches above and no more than 3 inches below plan position.

of 1-1/2 inches. Ensure that concrete cover is a minimum of 4-1/2 inches unless shown otherwise

in the Plans.

specified shaft diameter minus 1 inch. All casing diameters shown in the Plans refer to I.D.

(inside diameter) dimensions. However, the Contractor may use casing with an outside diameter

equal to the specified shaft diameter if the extra length described in 455-15.7 is provided. In this

case, ensure that the I.D. of the casing is not smaller than the specified shaft diameter minus

1 inch. When approved, the Contractor may elect to provide a casing larger in diameter than

shown in the Plans to facilitate meeting this requirement. When conditions are such that a series

of telescoping casings are used, provide the casing sized to maintain the minimum shaft

diameters listed above.

elevation of the drilled shaft concrete has a tolerance of plus 1 inch and minus 3 inches from the

top of shaft elevation shown in the Plans.

of the drilled shaft is flush with the sidewalk surface.

tolerances applicable to regular steel pipe.

excavation will have a flat bottom. Ensure that the cutting edges of excavation equipment are

normal to the vertical axis of the equipment within a tolerance of plus or minus 3/8 inches per

foot of diameter. 609FY 2023-24Return to Table of Contents

455-21Drilled Shaft Excavations Constructed out of Tolerance

Do not construct drilled shaft excavations in such a manner that the concrete shaft cannot

be completed within the required tolerances. The Contractor may make corrections to an

unacceptable drilled shaft excavation by any combination of the following methods:

placement of the reinforcing steel cage with the required minimum concrete cover.

When the tolerances are not met, the Contractor may propose a redesign to incorporate

shafts installed out of tolerance into caps or footings. Incorporate shafts installed out of tolerance

at no expense to the Department. Ensure the Contractor’s Engineer of Record performs any

redesign and signs and seals the redesign drawings and computations. Do not begin any proposed

construction until the redesign has been reviewed and approved by the Engineer.

Backfill any out of tolerance shafts in an approved manner when directed by the Engineer

until the redesign is complete and approved. Furnish additional materials and work necessary,

including engineering analysis and redesign, to effect corrections of out of tolerance drilled shaft

excavations at no expense to the Department.

455-22Load Tests

When the Plans include load testing, perform all load tests in accordance with 455-2 or as

shown in the Contract Documents.

455-23Method of Measurement

455-23.1Drilled Shafts: The quantity to be paid for will be the length, in feet, of the

reinforced concrete drilled shaft of the diameter shown in the Plans, completed and accepted.

The length will be determined as the difference between the top of shaft elevation as shown in

the Plans and the final bottom of shaft elevation as authorized and accepted. When the

Contractor elects to provide outside diameter (O.D.) sized casing rather than inside diameter

(I.D.) sized casing as allowed in 455-15.7, the pay quantity measured as described above will be

multiplied by a factor (F) determined as follows: D

D-D2

=F

where:

F= factor to adjust pay quantities to compensate for smaller shafts.

D1= casing inside diameter specified = shaft diameter specified.

D2= casing inside diameter provided (D2 = D1 minus twice the wall

thickness).

455-23.2Drilled Shafts (Unreinforced): The quantity to be paid for will be the length,

in feet, of unreinforced concrete drilled shaft of the diameters shown in the Plans, completed and

accepted. The length will be determined as the difference between the top of shaft elevation as

shown in the Plans and the final bottom of shaft elevation as authorized and accepted. When the

Contractor elects to use O.D. casing, the quantity as determined above will be multiplied by the

factor “F” determined as described in 455-23.1.

455-23.3Unclassified Shaft Excavation: The quantity to be paid for will be the length,

in feet, of unclassified shaft excavation of the diameter shown in the Plans, completed and 610FY 2023-24Return to Table of Contents

accepted, measured along the centerline of the shaft from the ground surface elevation after any

required excavation per 455-1.2 to the plan bottom of shaft elevation authorized and accepted

plus up to 15 feet or 3 shaft diameters, whichever is deeper, of additional excavation as

authorized by the Engineer. When drilled shafts are constructed through fills placed by the

Contractor, the existing surface will be used to determine the quantity of unclassified shaft

excavation. When the Contractor elects to use O.D. casing, the quantity as determined above will

be multiplied by the factor “F” determined as described in 455-23.1.

455-23.4Unclassified Extra Depth Excavation: When excavation is required by the

Engineer to extend more than 15 feet or 3 shaft diameters, whichever is deeper, below the bottom

of the shaft elevation shown in the Plans, the work will be considered as Unforeseeable Work.

455-23.5Method Shafts: The cost of all method shafts will be included in the cost of

drilled shafts.

455-23.6Core (Shaft Excavation): The quantity to be paid for will be the length, in feet,

measured from the bottom of shaft elevation to the bottom of the core-hole, for each authorized

core drilled below the shaft excavation, completed and accepted. When the Engineer authorizes

pilot holes extending through part or all of the shaft, prior to excavation, to some depth below the

shaft bottom, the quantity paid as core (shaft excavation) will be the length in feet, measured

from the top elevation to the bottom elevation authorized by the Engineer, completed and

accepted. When SPT tests are substituted for coring or pilot holes as provided in 455-15.6, the

quantity will be determined as described above in this Section.

455-23.7Casings: The quantity to be paid for will be the length, in feet, of each size

casing as directed and authorized to be used. The length will be measured along the casing from

the top of the shaft elevation or the top of casing whichever is lower to the bottom of the casing

at each shaft location where casing is authorized and used, except as described below when the

top of casing elevation is shown in the Plans. Casing will be paid for only when the Permanent

Casing Method is specified, when the Plans show a casing that becomes a permanent part of the

shaft, or when the Engineer directs the Contractor to leave a casing in place which then becomes

a permanent part of the shaft. No payment will be made for casings which become bound or

fouled during shaft construction and cannot be practically removed. The Contractor shall include

the cost of all temporary removable casings for methods of construction other than that of the

Permanent Casing Method in the bid price for unclassified shaft excavation item.

When the Permanent Casing Method and the top of casing elevation are specified,

the casing will be continuous from top to bottom. Authorization for temporary casing will not be

given unless the Contractor demonstrates that he can maintain alignment of the temporary upper

casing with the lower casing to be left in place during excavation and concreting operations.

When artesian conditions are or may be encountered, the Contractor shall also demonstrate that

he can maintain a positive water-tight seal between the two casings during excavation and

concreting operations.

When the top of casing elevation is shown in the Contract Documents, payment

will be from the elevation shown in the Plans or from the actual top of casing elevation,

whichever is lower, to the bottom of the casing. When the Contractor elects to use an approved

special temporary casing system in open water locations, the length to be paid for will be

measured as a single casing as provided above.

455-23.8Load Tests: The quantity to be paid for will be the number and type of load

tests conducted. 611FY 2023-24Return to Table of Contents

455-23.9Instrumentation and Data Collection: The quantity to be paid for will be at

the lump sum price.

455-23.10Thermal Integrity Testing for Drilled Shafts and Cross-Hole Sonic

Logging: The quantity of the TITDS to be paid for will be the number of drilled shafts accepted

based on TITDS tests. When TITDS is not performed in accordance with 455-17.6.1, perform

CSL testing at no cost to the Department. No payment will be made for any integrity testing

when such testing indicates the shaft cannot be accepted based on the integrity testing itself. No

payment will be made for integrity testing performed to evaluate the integrity of post-repair work

or for CSL testing not requested by the Engineer. When the Engineer requests CSL tests and the

results indicate the shaft is acceptable, the testing will be paid as unforeseen work.

455-24Basis of Payment

455-24.1Drilled Shafts: Price and payment will be full compensation for all drilled

shafts, including the cost of concrete, reinforcing steel, nondestructive integrity testing access

tubes, embedded thermal wires when required by the Contract Documents, and including all

labor, materials, equipment, and incidentals necessary to complete the drilled shaft. The cost of

the reinforcing steel, including lap lengths, to accommodate shaft lengths longer than shown in

the Plans is included in the cost of drilled shafts. Costs associated with repairing defects found in

the drilled shaft shall be included in the cost of the drilled shaft.

455-24.2Drilled Shafts (Unreinforced): Price and payment will be full compensation

for all drilled shafts (unreinforced), including the cost of concrete and all labor, equipment,

materials, and incidentals necessary to complete the drilled shaft.

455-24.3Unclassified Shaft Excavation: Price and payment will be full compensation

for the shaft excavation (except for the additional costs included under the associated pay items

for casing); removal from the site and disposal of excavated materials; restoring the site as

required; cleaning and inspecting shaft excavations; using slurry as necessary; using drilling

equipment; blasting procedures, special tools and special drilling equipment to excavate the shaft

to the depth indicated in the Plans; and furnishing all other labor, materials, and equipment

necessary to complete the work in an acceptable manner.

455-24.4Method Shafts: No separate payment will be made for method shafts (test

holes). All cost of method shafts will be included in the cost of drilled shafts.

455-24.5Core (Shaft Excavation): Price and payment will be full compensation for

drilling and classifying the cores/pilot hole, delivering them to the Department, furnishing drilled

shaft concrete to fill the core/pilot hole, and all other expenses necessary to complete the work.

When SPT tests are substituted for cores/pilot holes as provided in 455-15.6, they will be paid

for at the price per foot for coring.

455-24.6Casings: Price and payment will be full compensation for additional costs

necessary for furnishing and placing the permanent casing in the shaft excavation above the costs

attributable to the work paid for under associated pay items for unclassified shaft excavation.

455-24.7Load Tests: Price and payment will include all labor, equipment, materials and

incidentals required to perform this work, including instrumentation, data collection and

professional services to prepare the report.

455-24.8Thermal Integrity Testing for Drilled Shafts and Cross-Hole Sonic

Logging: Price and payment will include all costs related to the performance of the TITDS and

CSL testing and incidentals to the thermal integrity and cross-hole sonic tests.

455-24.9Payment Items: Payment will be made under:

Item No. 455- 88- Drilled Shaft - per foot. 612FY 2023-24Return to Table of Contents

Item No. 455-107- Casing - per foot.

Item No. 455-111- Core (Shaft Excavation) - per foot.

Item No. 455-119- Test Loads - each.

Item No. 455-122- Unclassified Shaft Excavation - per foot.

Item No. 455-147- Thermal Integrity Testing for Drilled Shafts - each

455-25Description

Construct reinforced concrete spread footing foundations, including dewatering when

necessary, excavating to the required limits, compacting the underlying soil as required, and

constructing seals when required.

455-26General Requirements

Meet the following requirements for all spread footings:

necessary for the construction of spread footings. As used herein, the term “soil” shall constitute

any material, whether soil, rock, or other materials.

necessary, to provide a safe excavation that is adequate for construction purposes and that will

adequately protect any existing adjacent structures.

Engineer, meet or exceed the design bearing and compressibility requirements before

constructing the footings or any required seals. The Department may elect to use any type of

tests to evaluate the foundation soils that is appropriate in the opinion of the Engineer. Cooperate

with the Engineer in the evaluation of the foundation soils, and assist the Engineer as necessary

to provide access to the site.

over-excavation shown in the Plans is approximate and the Engineer may order, in writing, such

changes as may be necessary to secure a satisfactory foundation.

455-27Monitor Existing Structures

Monitor existing structures in accordance with Section 108.

455-28Dewatering

The Contractor is responsible for the design, installation, and operation of an adequate

dewatering system to dewater excavations for spread footings. Use a well point or well system.

Submit a dewatering plan to the Engineer for his records before beginning construction.

Use well points or wells where the piezometric water level is above an elevation 3 feet

below the bottom of the excavation. Maintain the water table 3 feet or more below the maximum

depth of excavation. Provide continuous dewatering until completing construction of the footing

and backfill the excavation at least 3 feet above the piezometric water table elevation. Continue

dewatering until the Engineer considers conditions safe to discontinue dewatering. In the event

of a dewatering failure, assist the Engineer as required in determining the effects of such a failure

on the foundation soils, and take whatever corrective measures are required at no additional

expense to the Department. When the Engineer approves the discontinuing of dewatering,

decrease the rate of pumping, allowing the water level to rise slowly. Use a rate, in feet per hour, 613FY 2023-24Return to Table of Contents

that the water table is allowed to rise equal to the total number of feet the water table was

lowered, divided by ten hours or a rate of 1 foot per hour, whichever is less.

Install one piezometer well approximately every 15 feet of footing perimeter. Provide a

minimum of two and a maximum of six piezometers at locations within 2 feet from the outside

of the footing perimeter. Install piezometer wells to a depth at least 10 feet below the bottom of

footing elevation or as directed by the Engineer. Measure water elevation in the piezometer wells

prior to excavation and at 12-hour intervals between excavation and discontinuation of

dewatering. Maintain the piezometers in working condition throughout the dewatering process,

and repair or replace them when damaged at no expense to the Department.

455-29Excavations:

If the excavation must be carried deeper than shown in the Plans to obtain a satisfactory

foundation, the Engineer will revise the Plans in accordance with the following:

Engineer will keep the top of the footing at the elevation shown in the original Plans and will

increase the thickness to obtain a satisfactory foundation.

Engineer will revise the Plans and lower the footing, thereby increasing the height of stem, to

obtain a satisfactory foundation. Generally, the Engineer will also increase the thickness and

width of footing over that shown in the original Plans.

455-29.1Dry Excavations: Dry excavations are excavations that can be completed

without the need to lower the piezometric water level. Perform dry excavations when the

piezometric water level at the time of construction is and, in the opinion of the Engineer, will

remain at least 3 feet below the bottom of the authorized excavation or over-excavation.

Demonstrate to the Engineer that a stable excavation can be made without dewatering. Make

adequate provisions to divert surface runoff and to collect and remove any water entering the

excavation.

Excavate to the bottom of footing, to the over-excavation limits shown in the

Plans, or as directed by the Engineer. Save any suitable materials for backfill. Provide areas for

the disposal of all unsuitable materials, and dispose of them in a satisfactory method. Compact

the foundation soils below the footing as shown in the Plans or described herein before

constructing the footing.

455-29.2Dewatered Excavations: Dewatered excavations are excavations made after

first lowering the piezometric water level with wellpoints or wells. Perform dewatering as

described in 455-28. Excavate in the dry after lowering of the water table.

When dewatering is required, the Contractor may excavate within 3 feet of the

ground water table before dewatering begins if the dewatering system is operating and the

Contractor has demonstrated that the water level has been lowered to and maintained at

acceptable limits. Where large excavations require stage lowering of the water table (additional

wellpoint systems installed at lower elevations), the Contractor may continue excavating as long

as the water elevation is maintained at least 3 feet below the excavation.

Ensure that surface runoff is diverted from the excavation. Compact the

foundation soils as shown in the Plans or as described herein before constructing the footing.

455-29.3Wet Excavations: Wet excavations are excavations made below the existing

water table without prior dewatering. When the Plans show a cofferdam and seal, perform the

excavation in the wet. Maintain the water level during excavation at or above the water level

outside the cofferdam. 614FY 2023-24Return to Table of Contents

Place the seal directly upon the foundation soils or rock when using wet

excavations. Do not compact foundation soils for wet excavations. Ensure that the foundation

soils or rock are disturbed as little as practical. Remove all materials that are determined by the

Engineer to be loose or disturbed before placing the seal concrete.

455-30Fill or Backfill

In all excavations, including over-excavations below the footing, use only fill or backfill

materials considered Select in accordance with Standard Plans, Index 120-001. Ensure the

material is free of rubble, debris, or rocks that would prevent uniform placement and

compaction. Ensure the material below the top of the footing is free of Recycled Asphalt

Pavement (RAP). Perform sampling and testing in accordance with 120-10.1.4, except replace

FM 1-T99 with FM 1-T180.

455-31Compaction and Density Requirements

Compact the bottom of the excavation with suitable equipment. Compact the soil beneath

footing excavation (whether dug to the bottom of footing or over-excavated) to a density not less

than 95% of the maximum density as determined by FM 1-T180, for a minimum depth of 2 feet

below the bottom of the excavation or to the depth shown in the Plans before backfilling begins.

For every 500 feet of excavation or isolated compaction operation, perform two Quality Control

placed at an elevation of 1 foot below the bottom of the excavation and one QC density test with

the gauge placed at the bottom of the excavation in accordance with FM 1-T238. Compact the

backfill in footing excavations which have been over-excavated to a density not less than 95% of

the maximum density as determined by FM 1-T180. Ensure that the maximum lift thickness after

compaction does not exceed 6 inches. For every 500 feet of backfill or isolated compaction

operation, perform at least one QC density test. The Engineer will conduct one density

verification test per every 4 QC test, with a minimum of one density test below the bottom of the

excavation and one density test in the backfill. Verification comparison criteria and resolution

procedures will be in accordance with 120-10.4 except replace FM 1-T99 with FM 1-T180.

For compaction, use an approved heavy vibratory roller with a static drum weight of at

least 4 tons. Compact each lift to the required density. Also, compact the final lift below the

footing with a suitable sled vibratory compactor to remove any upper disturbance caused by the

drum roller. When conditions require use of smaller compaction equipment, obtain the

Engineer’s approval for the equipment, and reduce the lift thickness to achieve the required

density.

Perform backfilling to the existing surface or finished graded surface as required by the

Plans in the immediate vicinity by approved mechanical compactors weighing less than

1,000 pounds. The Contractor may compact backfill located more than 15 feet away from the

exterior periphery of the footing with heavier compactors. Do not place backfill on the footing

until the Engineer has given permission and until the concrete is at least seven days old.

When the plans indicate spread footing abutments on mechanically stabilized earth

the requirements of 548-8.5. Meet the density requirements of 548-9.4. 615FY 2023-24Return to Table of Contents

455-32Forming

Form spread footings if it cannot be demonstrated that the natural soil or rock is strong

enough to prevent caving during construction. For forms, meet the applicable requirements of

400-5. When forms are not required, meet the requirements of 400-5.4.4.

455-33Materials

455-33.1Concrete: Meet the requirements of Section 346

455-33.2Reinforcing Steel: Meet the requirements of Section 415. For spread footing

reinforcing steel, use Grade 60.

455-34Reinforcing Steel Placement

Place and fasten reinforcing steel for footings according to the applicable provisions of

415-5.

455-35Concrete Placement

455-35.1Placement: Place all footing concrete in the dry and according to the applicable

provisions of Section 400. Do not construct joints in footings.

455-35.2Finish: After placing and consolidating the concrete, strike-off the top surface

to the grades shown in the Contract Documents, leaving the surface smooth and free of

undesirable cavities and other defects. Do not provide a special finish unless the footing will be

visible after construction, in which case, meet the applicable provisions of Section 400.

455-35.3Curing: Provide continuous-moisture-curing for footings. For cover materials,

use clean sand, sawdust, or other materials meeting the approval of the Engineer. Continuously

wet the cover materials for a period of 72 hours.

455-36Method of Measurement

455-36.1Dewatering: No separate payment will be made for dewatering

455-36.2Excavation: No separate payment will be made for backfill or will separate

payment be made for excavation above bottom of footing elevation. The cost of this work will be

included in the Contract unit price for concrete (substructure). For footings with excavation

(over-excavation) below the bottom of the footing elevation shown in the Plans, the cost of this

excavation, backfilling, and compaction will be included in the Contract unit price for excavation

for structures. The pay quantity will be the volume in cubic yards bounded by vertical planes

12 inches outside of the limits of the footing and parallel thereto and extending from the bottom

of the footing elevation to the authorized bottom of over-excavation or within the pay limits

shown in the Plans. If the elevation of a footing as shown in the Plans is changed to a higher or

lower elevation, the Engineer will not consider such change as a material change to the original

Contract Documents, a waiver of any condition of the Contract, or an invalidation of any of the

provisions of the Contract.

455-36.3Reinforcing Steel: The quantity to be paid for will be the total weight, in

pounds, determined as described in Section 415.

455-36.4Concrete: The quantity to be paid for will be the volume of the classes shown

in the Plans, in cubic yards, determined as described in Section 400.

455-37Basis of Payment

455-37.1Dewatering: No separate payment will be made for dewatering of footing

excavations, including installing, maintaining, and monitoring piezometer wells. Dewatering will 616FY 2023-24Return to Table of Contents

be considered Unforeseeable Work when the Engineer determines that dewatering deeper than

the requirements described in 455-28 is required.

455-37.2Excavation: Price and payment will be full compensation for all work related

to over-excavating below the bottom of footing elevation, backfill, and compaction as specified.

455-37.3Reinforcing Steel: Price and payment will be full compensation for all work

required to furnish and place the steel as shown in the Plans and as specified herein.

455-37.4Concrete: Price and payment will be full compensation for all work required to

construct footings and seals as shown in the Plans and described herein.

No separate payment will be made for sheeting and shoring required for

excavation and footing construction except when a separate pay item for sheeting and shoring is

included in the Plans. The cost of all work not specifically mentioned in the other footing items

will be included in the price per cubic yard for substructure concrete.

455-37.5Payment Items: Payment will be made under:

Item No. 125- 1- Excavation for Structures - per cubic yard.

Item No. 400- 2- Class II Concrete - per cubic yard.

Item No. 400- 3- Class III Concrete - per cubic yard.

Item No. 400- 4- Class IV Concrete - per cubic yard.

Item No. 415- 1- Reinforcing Steel - per pound.

FOUNDATIONS-AUGER CAST PILES

455-38Description

Furnish and install auger cast piles (ACP), or augered cast-in-place (ACIP) piles, used for

structural support, other than bridge foundations.

ACP piles are defined as a foundation made by rotating a hollow-stem auger into the

ground to the required pile depth with sufficient crowd (downward thrust) to prevent mining of

the soil. A fluid cement grout is injected through the auger shaft under continuous positive

pressure as the auger is being withdrawn. A reinforcing steel cage, as specified, is inserted into

the column of fluid grout following the completion of grout placement.

455-39General Requirements

455-39.1Contractor’s Operations: Submit an Auger Cast Pile Installation Plan in

accordance with 455-47. Prior to the start of production piles, demonstrate to the satisfaction of

the Engineer, the dependability of the equipment, techniques, and source of materials by

construction of a demonstration pile.

455-39.2Monitor Existing Structures: Monitor existing structures in accordance with

Section 108.

455-40Materials

Meet the following material requirements:

Portland Cement and Blended Cement ..............Section 921

Supplementary Cementitious Materials .............Section 929

Fine Aggregate (Sand)* .....................................Section 902

Admixtures .........................................................Section 924

Water ..................................................................Section 923 617FY 2023-24Return to Table of Contents

Fluidifier** ...................................................... ASTM C937

Reinforcing Steel………………………………Section 415

* The Engineer will only permit Silica Sand except as provided in 902-5.2.3.

** The fluidifier shall not contain chlorides

455-41Grout Mix Proportions

Use a grout mix consisting of a mixture of cementitious materials, admixtures, sand and

water. Proportion and mix to produce a grout capable of maintaining the solids in suspension

without appreciable bleed water which may be pumped without difficulty and will fill open voids

in the adjacent soils and rock. The grout mix may include a fluidifier, used in accordance with

the manufacturer’s technical representative. Proportion these materials to produce a hardened

grout of the required strength.

455-42Mixing and Pumping Cement Grout

Meet the following requirements:

handling of the grout. Before using the mixers, remove all oil or other rust inhibitors from the

mixing drums, stirring mechanisms, and other portions of the equipment in contact with the

grout.

having an efflux of not less than 21 seconds, when tested with a flow cone in accordance with

ASTM D6449. Reject loads with efflux of less than 21 seconds. Notify the production facility to

adjust the mix design. Calibrate the flow cone in accordance with ASTM D6449. Conduct the

calibration initially before its first use and as directed by the Engineer, when there is a question

of the flow cone’s accuracy.

Technicians performing the efflux test must take the Auger Cast Pile

course and pass the final examination to be qualified to test for any auger cast pile installations in

the field. Assist the Engineer in verifying the technicians meet these requirements.

Conduct tests for efflux time at the beginning of each days grouting

operation and as directed by the Engineer to ensure the specification requirements are met.

held in the mixer or agitator for a period not exceeding 2.5 hours at grout temperatures below

70ºF; two hours for temperatures from 70°F to 100ºF. Do not place grout when its temperature

exceeds 100ºF. If there is a lapse in the operation of grout injection, recirculate the grout through

the pump, or through the mixer drum or agitator.

uniform mass, free from balls or lumps and capable of discharging the grout with a satisfactory

degree of uniformity. The Engineer’s approval of grout mixers and all other equipment will be

contingent on proper performance during construction of the demonstration pile and subsequent

production work.

remove large particles which might clog the injection system.

gauge, capable of developing displacing pressures at the pump not less than 350 psi. The pump

must be appropriately sized to the pile diameter. Provide a grout pressure gauge in clear view of the 618FY 2023-24Return to Table of Contents

equipment operator. Provide a second pressure gauge near the drill rig where it can be observed by

the Engineer.

calibrate the equipment during construction of the demonstration pile to demonstrate flow

volume measurement accuracy of plus or minus 3% over the range of grouting pressures

anticipated during this work. Provide a pump stroke counter in good working condition on the

grout pump. Perform a calibration test of the pumping equipment, prior to construction of the

demonstration piles, to determine the average volume of grout for every pump stroke, in

accordance with FM 5-612. When the Contractor’s installation procedure includes priming the

grout pump, grouting lines or auger conduit after drilling the hole, perform a priming

demonstration to determine the minimum number of pump strokes required to deliver fresh grout

throughout the entire system and flow from the grout injection hole at the bottom of the auger.

Perform this grout priming demonstration prior to any calibration test.

The Engineer may require additional pump calibrations and priming demonstrations

when the pump is repaired, a different pump is used, when the length of the grout lines or hollow

auger lengths increase from previous piles for which priming demonstrations were performed

and at any time the Engineer determines the grout pump performance may have changed.

455-43Testing Cement Grout

Prepare three 4 inches x 8 inches cylinders for each LOT in accordance with ASTM C31,

except pour grout in a single lift into cylinders molds without rodding. Plastic properties in

accordance with ASTM C31 are not required. A LOT is defined as the lesser of 50 cubic yards of

cement grout placed or one day of pile placement. Prepare two additional QC “hold” cylinders

on the LOT selected by the Engineer for Verification. Provide curing facilities for all QC and

Verification test cylinders in accordance with ASTM C31. Test the cylinders at 28 days, in

accordance with ASTM C39.

When one of the three QC cylinders from a LOT is lost, missing, damaged or destroyed,

determination of compressive strength will be made by averaging the remaining two cylinders. If

more than one QC cylinder from a LOT is lost, missing, damaged or destroyed, core the structure

at no additional expense to the Department to determine the compressive strength. Acceptance of

LOT may be based on verification data at the discretion of the Engineer. Obtain the approval of

the Engineer to core, and of the core location prior to coring. Repair core holes after samples are

taken with a product meeting the approval of the Engineer, at no additional cost to the

Department.

For each QC cylinder that is lost, missing, damaged or destroyed, payment for that LOT

will be reduced by $750.00 per 1,000 psi of the specified design strength [Example: For

f’c=5,500 psi, and the loss of two auger cast pile grout QC cylinders that have no verification

data will require the element to be cored and a pay reduction will be assessed (5,500 psi /

1,000 psi) x $750 x 2 = $8,250]. This reduction will be in addition to any pay adjustment for low

strength.

The Engineer will cast three verification cylinders and two “hold” cylinders from one of

every four consecutive Lots, randomly selected. The Engineer will compare QC and Verification

results in accordance with Section 346. If the results do not compare, the Engineer will initiate a

Resolution Investigation in accordance with Section 346.

Personnel making/curing grout cylinders shall be certified as ACI Concrete Field Testing

Technician Grade I. Personnel performing tests on hardened properties of grout, such as strength 619FY 2023-24Return to Table of Contents

determination of cylinders or beams, shall be certified as ACI Concrete Strength Testing

Technician.

All low strength cement grout accepted by the Engineer will be subject to reduced

payment as follows: $0.80 per cubic yard for each 10 psi of strength test value below the

specified minimum strength. The Engineer will use the average compressive strength of the LOT

tests for the computation of this pay reduction.

The Engineer will compute the volume of grout for which the reduction will be applied as

115% of the theoretical volume of the auger cast pile diameter required in the Contract

Documents. Reduction in pay will be applied to the entire length of all piles containing low

strength cement grout, in any quantity. The quantity of cement grout affected by the price

reduction may exceed the quantity of cement grout contained in the LOT.

When separate payment for auger grouted piles is provided, the dollar reduction will be

equated to an equivalent length of pile not to exceed the total pile length constructed utilizing the

subject LOT based on the following formula:

PLR = RC/UC

Where: PLR = Equivalent Pile Length Reduction in feet

RC = Total Reduction in payment, dollars

UC = Unit Cost of pile, dollars /foot

When a cement grout acceptance strength test falls more than 500 psi below the specified

minimum strength perform one of the following:

LOT at no additional cost to the Department; or,

If the results of the analysis, approved by the Department, indicate adequate strength to serve the

intended purpose with adequate durability, the grout may remain in place.

Otherwise, abandon and install additional piles to the foundation, or remove and replace

the piles affected fully or partially by the low strength LOT of grout at no additional cost to the

Department. When installing additional piles to resolve the strength deficiency, submit a

foundation redesign to add piles into pile caps or footings, at no expense to the Department in

accordance with 455-46.

455-44Pile Installation

Meet the following requirements:

(non A-1, A-3, A-2-4 or limestone materials) be encountered, remove the unsuitable material to a

maximum depth of 5 feet and a radial distance around the pile centerline of two pile diameters,

unless otherwise indicated in the Plans. Backfill with clean granular backfill materials (A-1, A-3,

A-2-4), placed and compacted in maximum 12 inch lifts to at least 95% of maximum dry density

as determined by FM 1-T180. Complete this work to the Engineer’s satisfaction prior to ACP

construction. Should more than 5 feet depth or excessive quantities of unsuitable material be

encountered, immediately advise the Engineer and proceed with the work as directed by the

Engineer.

ground at the time of drilling with no gaps or other breaks, except for connections. Ensure the 620FY 2023-24Return to Table of Contents

auger flights are uniform in diameter throughout its length, and of the diameter specified for the

piles less a maximum of 3%. Provide augers with a distance between flights of approximately

half the diameter of the auger.

below the bar containing the cutting teeth, and with pile auger leads containing a bottom guide.

and grout placement. Provide individual foot marks with 5 foot increments highlighted and

clearly visible. Provide a clear reference mark on the moving auger assembly to facilitate

accurately monitoring the vertical movement of the auger.

a continuous rate that prevents removal of excess soil. Stop advancement after reaching the

predetermined depth.

materials/refusal, the pile location may be predrilled, upon approval of the Engineer, through the

obstruction using appropriate drilling equipment, to a diameter no larger than one-half the

prescribed finish diameter of the ACP. Commence grouting immediately upon reaching the

required tip elevation to minimize ground loss and soil relaxation. Should non-drillable material

be encountered preventing placement to the depth required, immediately advise the Engineer and

proceed with the work as directed by the Engineer. Refusal is defined as the depth where the

penetration of the standard auger equipment is less than 12 inches per minute.

completely fill the auger hole, preventing hole collapse and to cause the lateral penetration of the

grout into soft or porous zones of the surrounding soil or rock. Prior to commencing withdrawal

of the auger, establish a head of at least 5 feet of grout by pumping a volume of grout equivalent

to 5 feet of pile volume. Do not include the volume or strokes required to prime the grout

pumping system in the volume required to build this initial head. Maintain this head of at least

5 feet of grout above the injection point around the perimeter of the auger to displace and remove

any loose material from the hole. Maintain positive rotation of the auger at least until placement

of the grout.

of the auger and commence extraction at a rate consistent with the pump discharge. Maintain

extraction at a steady rate to prevent a locked-in auger, necking of the pile, or a substantially

reduced pile section. Ensure grout starts flowing out from the hole when the cutting head is at

least 5 feet below the ground surface. Place a minimum volume of grout in the hole of at least

115% of the column of the auger hole from a depth of 5 feet to the tip. Place a minimum volume

of grout in the hole of at least 100% of the column of the auger hole from the ground surface to a

depth of 5 feet. Do not include any grout needed to create surplus grout head in the volume of

grout placed into the hole. If the grout does not flow out from the hole when the cutting head is

at least 5 feet below the ground surface, redrill the pile under the direction of the Engineer. If

grouting is interrupted for any reason, reinsert the auger by drilling at least 5 feet below the tip of

the auger when the interruption occurred, and then regrout.

Use this method of placement at all times. Do not depend on the stability

of the hole without the earth filled auger. 621FY 2023-24Return to Table of Contents

theoretical volume of grout is placed in any 5 foot increment (100% in the top 5 foot increment),

reinstall the pile by advancing the auger 10 feet or to the bottom of the pile if that is less,

followed by controlled removal and grout injection.

Contract Documents. For ACP for miscellaneous structures and low clearance post options for

noise walls, use wheels or other approved noncorrosive spacing devices within 3 feet of the

bottom, within 3 feet of the top, and intervals not exceeding 10 feet along the pile to ensure

concentric spacing for the entire length of the cage. Do not use block or wire type spacers. Use a

minimum of one spacer per 30 inches of circumference or perimeter of cage with a minimum of

three at each level. For noise wall ACP in which the full reinforcement is attached to the post,

spacing devices within 3 ft of the top of the pile are not required.

oil or other coatings that could adversely affect the bond. Make splices in reinforcement as

shown on the Contract Documents, unless otherwise approved by the Engineer. Place the

required steel reinforcement while the grout is still fluid, and immediately after finishing

grouting and clearing it from any contaminating material. Install the steel cage into the grout by

its own weight or manually. Do not use a mechanical equipment or tool to impact the steel cage

or to force it into the grout. If the steel cage cannot be placed completely following this

procedure, redrill and regrout the pile.

(reinforcement template, anchor bolt template, precast column supports, etc.) in place for a

minimum of 12 hours after completion of the pile. Do not place wall panels or other loads,

before piles are accepted and the grout has set a minimum of seven days or reached the 28 day

strength.

455-45Construction Tolerances

Locate piles as shown in the Plans, or as otherwise directed by the Engineer. Locate pile

centers to an accuracy of plus or minus 3 inches. Ensure that the top of pile elevation is within an

accuracy of plus or minus 3 inches of the plan elevation. Ensure the tolerances in 534-5.1 can be

met.

455-46Unacceptable Piles

Repair or replace unacceptable piles, as directed by the Engineer, at no cost to the

Department. Unacceptable piles are defined as piles that fail for any reason, including but not

limited to the following: piles placed out of position or to improper elevation; piles with reduced

cross section, contaminated grout, lack of grout consolidation (honeycombed), or deficient grout

strength; and piles with reinforcement, anchor devices or other components cast or placed into

the fluid grout out of position. When the Engineer determines that a pile is unacceptable, the

Contractor may propose a foundation redesign to add piles into pile caps or footings, at no

expense to the Department. The Contractor’s Engineer of Record must perform any redesign,

and sign and seal the redesign drawings and calculations. Do not begin any proposed

construction until the redesign has been reviewed and approved by the Engineer. 622FY 2023-24Return to Table of Contents

455-47Auger Cast Pile Installation Plan (ACPIP)

At the preconstruction conference, but no later than 30 days before ACP construction

begins, submit an ACPIP for approval by the Engineer. Provide the following detailed

information on the plan:

charge of ACP operations. Place a person in responsible charge of day to day ACP operations

who possesses satisfactory prior experience constructing auger cast piles similar to those

described in the Contract Documents. The Engineer will give final approval subject to

satisfactory performance in the field.

pumps, mixing equipment etc.

details of all temporary supports for reinforcement, anchor bolts, precast columns, etc.

and documented.

proposed equipment, the structures and the specific points that will be monitored.

455-48Inspection and Records

The Engineer will monitor pile installation.

455-49Method of Measurement

455-49.1Auger Cast Pile: The quantity to be paid for will be at the Contract unit price

per foot between tip and required pile top elevations for all piles completed and accepted.

455-50Basis of Payment

455-50.1Auger Cast Piles: Price and payment will be full compensation for all labor,

materials, and incidentals for construction of ACP of the sizes and depths indicated on the

Contract Documents or as otherwise directed by the Engineer. Price and payment will also

include the removal and proper disposal off site of all spoil from the auger operation and all

excess grout displaced from the auger hole, unless otherwise approved by the Engineer. Work to

remove and replace unsuitable material when necessary as specified in 455-44 will be considered

Unforeseeable Work.

455-50.2Payment Items: Payment will be made under:

Item No. 455-112- Auger Grouted Piles - per foot. 623FY 2023-24Return to Table of Contents BRIDGE DECK JOINTS

458-1Description

Furnish and install bridge deck joints of the types and at the locations shown in the P lans. This Section covers the following types of joints: Poured Joint Poured Joint with Backer Rod System Strip Seal Joint System Modular Joint

458-2Materials

458-2.1General: Transport, store and prepare all joint materials and components for all

joint types as per the manufacturer’s recommendations .

458-2.2Poured Joint: Furnish a Type D silicone seala nt material meeting the

requirements of Section 932 that is listed on the Approved Product List ( APL).

458-2.3Poured Joint with Backer Rod System: Furnish poured joint with backer rod

systems consisting of Type D silicone sealant material, foam backer rods, sidewalk cover plates (as required) and all associated miscellaneous components. The Type D silicone sealant material used in the system shall be listed on the APL and meet the requirements of Section 932.

458-2.4Strip Seal Joint System: Furnish strip seal joint systems that are listed on the

APL. Manufacturers seeking evaluation of their product for the APL shall submit an application in accordance with Section 6. Design documentation showing the expansion joint system shall include inst allation details and temporary or sacrificial support brackets, bolts, clamps, etc. that are compatible with decks constructed with or without block -outs. Furnish joint systems consisting of watertight steel edge rails, strip seal glands and all associated miscellaneous components. 458-2.4.1 Strip Seal Joint Systems with elastomeric glands: Product must meet the requirements of ASTM D5973 and Standard Plans, Index 458-100. Obtain the strip seal elastomeric glands from the edge rail manufacturer. 458-2.4.2 Strip Seal Joint Systems with silicone glands: Product must meet the requirements of Standard Plans, Index 458 -100. Adhesives must be supplied by the same manufacturer as the glands and must meet ASTM C793 with no cracking, ozone chalking or degradation .

458-2.5Modular Joint: Furnish modular joints meeting the requirements of this Section

Submit manufacturer certification that modular joint components meet the following material requirements in Table 458-1.

624 FY 2023-24 Return to Table of Contents