520.1General Description
This work consists of placing completed piling in structures. The work includes incidentals and additional work except for the following: • Prestressed concrete cylinder piling (see Project Special Provisions) • Piling for ground-mounted roadside signs (see Section 636) Although square, prestressed-concrete piles are a Pay Item under Section 520, have them manufactured, finished, cured, marked, handled, stored at the plant, and shipped from the plant according to Section 865. The requirements in this Specification are minimal. Comply with the requirements and assume the responsibility for taking additional precautions to complete the work successfully. 520.1.01 Definitions Plan Driving Objective (PDO): Statement on the Plans specifying the minimum requirements during pile driving. The PDO may require a driving resistance (tonnage [kilonewtons] by formula), a minimum tip elevation, or a combination of these. Minimum Tip Elevation: Elevation the pile tip cannot stop above. When composite prestressed concrete piling is used, this term will refer to the protruded tip of the Steel H-Pile Section. Long Pile: A pile more than 50 ft. (15 m) in length. 520.1.02 Related References
ASTM D 1143 QPL 37 520.1.03 Submittals
Before driving piling, submit a plan for ensuring piling stability and position, including templates, to the Engineer. Do not drive piling until the plan is approved.
Submit the plans for loading test methods to the Engineer for approval before beginning the work. Ensure that the test method is logical and can be rationally analyzed by a commonly accepted structural design theory. 787 787 787 787 787 787
Submit the list of equipment for conducting loading tests to the Engineer for approval before beginning the work. If the testing apparatus is a hydraulic jack, furnish 5 copies of the calibration certification to the Engineer for the equipment, prepared by the manufacturer, an authorized representative, or an approved testing laboratory. Consult the Engineer to find out which laboratories are approved.
520.2Materials
Ensure that materials meet the requirements of the following Specifications: Material Section Preservative Treatment of Timber Products 863 Timber Piles 861.2.01 Prestressed Concrete Piles Bridge Members 865 Welded and Seamless Steel Piles 855.2.01 Fluted Steel Shell Piles 855.2.02 Steel H-Piles 855.2.03 Steel Bolts, Nuts, and Washers 852.2.01 Aluminum Alloy Sheet and Plate 850.2.01 Metal Caps 862.2.01.A.5 Refer to Subsection 855, “Steel Pile” for Specifications on cast steel-H pile points. For a list of sources, see QPL 37. Use the following piling types where shown on the Plans: • Timber piling • Prestressed concrete piling • Metal shell piling • Steel H-piling Use other piling types when the Plans and Special Provisions require it. 520.2.01 Delivery, Storage, and Handling
Handle timber piling carefully using only non-metallic slings. Do not drop or damage the piling. Store timber piles on skids above the supporting surface. Keep hardware covered.
Handle prestressed concrete piling carefully to prevent fracture by impact or by excessive bending stress either in storage, during transportation, or when being transferred to the leads. Do not place other materials on the piling during storage or transport.
Transport prestressed concrete piling using the approved limits of support spacing for the various sizes and lengths of piling. These limits are shown on Standard Plans or on other drawings and are available to the Engineer from the Department.
Load and unload piles using the embedded pick-up points placed during manufacture.
Store piles as follows: 788 788 788 788 788 788
• Store piling in single layers directly on the ground only when there is uniform, level bearing for the full pile length. • To store piles in tiers, support the piling using blocks of uniform thicknesses placed immediately adjacent to the embedded pick-up points and in line vertically. • Store piling in groups of the same lengths.
When picking up piles from storage and placing them in the leads or in position, use only the single pick-up point, marked with “SP” or a line painted on the pile at the plant, unless noted on the Plans or otherwise directed by the Engineer.
Do not subject prestressed concrete piling to excessive tensile stresses from combining a particular hammer with the soil conditions. Excessive stress may occur, for example, in these situations: • When encountering hard driving resistance at the point of a long pile When such situations damage pile, make changes to provide undamaged piling in place. If piles are damaged, the Engineer may require the following:
lighter ram.
520.3.05.B, Drill Pilot Holes and Subsection 520.3.05.G, Jet and Spud.
Do not deform or dent metal shell piling during handling and storage. Place shells to be stored for a prolonged period on enough skids to prevent ground contact and deflection. Keep the shells fully drained.
Do not deform or bend flanges on steel H-piling during handling and storage. Place steel H-piling to be stored for a prolonged period on enough skids to prevent ground contact and deflection. Keep the piling fully drained.
520.3Construction Requirements
520.3.01 Personnel Furnish enough labor and work to install the complete loading test, including a temporary shelter over the area if the Engineer requires it. 520.3.02 Equipment
If the hydraulic jack used to apply the loading test changes behavior during use, return the jack to the manufacturer, an authorized representative, or a testing laboratory approved by the Engineer for recalibration.
Use a structural steel driving head recommended by the manufacturer as suitable for the type and size of pile being driven. The driving head shall: • Hold the pile in the proper driving position • Be constructed to prevent pile damage • Be constructed to transmit the hammer energy along the pile axis • Fit loosely enough around the pile head so that the pile can rotate slightly without binding
Replace cushion blocks as necessary to prevent pile damage. Inspect cushions periodically to ensure that they prevent pile damage. 789 789 789 789 789 789
Use cushions or shock blocks above the driving head to avoid damaging the pile. Replace used hammer cushions reduced to half their original thickness with new cushions. Use hammer cushions of a man-made material only such as micarta or aluminum. Do not use materials such as plywood, hardwood, wire rope, and asbestos.
For prestressed concrete piling up to 24 in (600 mm), provide a suitable pile cushion block for the top of the pile. Use a cushion made of material that does not compress so far that the cushioning effect is lost. For prestressed concrete piling, 30 in (750 mm) and 36 in (900 mm) square, use an approved solid hardwood pile cushion block at least 6 in (150 mm) thick or an equivalent in the base of the hammer to cushion the hammer ram blow on the pile or follower.
When a follower is permitted or required, use an approved, square-shaped laminated cushion block between the follower and the top of the pile. Use a cushion block for a follower that is: • At least 6 in. (150 mm) thick • Made of 1 in. (25 mm) hardwood boards (preferably green) of uniform thicknesses • Cut to fit the pile head Subsection 520.3.02.F, Followers, defines a follower within the scope of these specifications.
Regardless of the requirements for hammers in these Specifications, the PDO governs in selecting the hammer. The exception for this is the tabulations for prestressed concrete piling shown in the Energy Rating Table in Subsection 520.3.02.D.1.b. Except for timber piling, drive piling with power hammers of an approved make and model (steam or diesel) that are single-acting (open end diesel) or double-acting (enclosed ram diesel). When desired, use gravity (drop) hammers to drive timber piling and, within the conditions in Subsection 520.3.02.D.2, Gravity Hammers, steel H-piling and metal shell piling. Hammer types and restrictions are as follows:
Maintain power hammers to obtain their potential stroke length and number of blows per minute. Driving resistance values are invalid when these requirements are not met. If driving resistance values are invalid, stop the driving operations and correct the problem. Do not begin driving until the problem is resolved.
Power hammer types include: • Steam Hammers. Use steam or compressed air from boilers or air compressors to power steam hammers. Use boilers and air compressors with an accurate pressure gauge and capacities and hose sizes at least equal to those specified by the hammer manufacturers. • Open-End Diesel Hammers. Use open-end diesel hammers that allow measurement of the ram stroke length above the top of the hammer. • Enclosed-Ram Diesel Hammers. Use enclosed-ram diesel hammers with a bounce chamber gauge and charts that will evaluate the equivalent energy being produced under any driving condition.
Follow these power hammer restrictions: • Timber Piling. Drive timber piling using a power hammer with a maximum energy rating of 22,400 ft.lb. (30 400 N·m). 790 790 790 790 790 790
• Steel Piling. Drive steel H-piling and metal shell piling using a power hammer with an energy per blow of at least 1 ft.lb. (1.4 N·m) but not less than 9,000 ft.lb. (12 200 N·m) for each pound
• Prestressed Concrete Piling. Except as specified in the following Energy Rating Table, drive prestressed concrete piling using a power hammer with an energy per blow of at least 1 ft.lb. (1.4 N·m) for each pound (kilogram) of pile weight, but not less than 15,000 ft.lb. (20 300 N·m). Driving conditions may require hammers with more energy than the minimum required on the Energy Rating Table. However, the Department will not require hammers that have more than the minimum energy rating, regardless of pile length, unless the Plans or Special Provisions specify otherwise. Energy Rating Table (English) Manufacturer’s Energy Ratings on Hammers for Prestressed Concrete Piling Pile Size (in.) Weight Lb./Ft. Minimum Energy Rating Ft.·Lbs. , Ft·Tons Ft. . Lbs. Ft. . Tons 14 solid 204 22 400 11.2 16 solid 267 22 400 11.2 18 solid 338 32 000 16.0 20 solid 417 32 000 16.0 24 voided 482 32 000 16.0 30 voided 709 39 800 19.9 36 voided 923 50 000 25.0
Energy Rating Table (metric)
Manufacturer’s Energy Ratings on Hammers for Prestressed Concrete Piling
Pile Size (mm) Weight kg/m Minimum Energy Rating N·m
350 304 30 400
400 397 30 400
450 503 30 400
500 621 30 400
600 717 30 400
750 1055 54 000
900 1374 67 800
When using a gravity hammer, regulate the drop height to avoid damaging the pile. Do not allow the drop
height to exceed 10 ft. (3 m) for timber piling and 12 ft. (3.7 m) for steel piling.
Ensure that the hammer is marked with its weight to the nearest 50 lbs. (25 kg). Upon the Engineer’s request,
furnish a certified scale weight of the hammer. 791791791791791791
Follow these gravity hammer restrictions:
more than 3,500 lbs. (1500 kg).
However, ensure that the hammer has enough weight to obtain the PDO with a maximum fall of 10 ft.
(3 m).
piling type shown on the Bridge Plans Summary of Quantities does not exceed 800 linear ft (245 linear
meters), including test pile lengths if any, for that pile type for an individual bridge.
When using a gravity hammer within the scope of the linear foot (meter) condition, ensure that it has
enough weight to obtain the PDO with a maximum fall of 12 ft. (3.7 m). The maximum allowable hammer
weight is 5,000 lbs. (2300 kg).
Equip pile driving rigs with leads that allow the hammer to move freely and support piling during driving. Use leads
that meet the following requirements:
• The vertical axis of the leads and hammer coincide with the vertical axis of the pile.
• The leads are long and rigid enough to hold the pile in accurate alignment while it is being driven.
However, ensure that the driving rig can slightly adjust the lead position to compensate for minor changes in
direction while driving.
When the pile is supported by the material being penetrated or by approved templates, use hammer leads only.
Driving in deep water may require special platform-type templates to ensure piling stability and position (see
Subsection 520.1.03.A, Template Plan for Positioning Piling). Use templates with enough area to accommodate all
persons necessary to perform and inspect the work.
The Engineer may require templates in other necessary locations to ensure piling stability and position.
Do not use inserts of similar type piling placed between the hammer and a pile to keep the hammer above water
level or other levels.
Within the scope of these Specifications, a follower is part of the driving mechanism used to drive larger-sized
prestressed concrete piling.
Position the follower between the pile head and the hammer driving base to evenly distribute the driving energy
across the concrete area of voided-type piling.
Always use followers when driving 36 in. (900 mm) prestressed concrete piling. The Department allows followers
when driving 30 in. (750 mm) prestressed concrete piling. 792792792792792792
Use spuds heavy enough to penetrate through strata or a stratum of firm or hard material to reach the necessary
depth.
Control the alignment for battered spudding using templates that maintain the batter. Unless otherwise permitted,
use templates to control vertical spudding.
Mark the distance from the top of the spud clearly at 2 ft. (600 mm) intervals along the length of the stem.
Use either round or square spud tips for pile driving that meet the following requirements:
• At least as large as the pile to be driven at the spudding location
• If round, no more than approximately 2 in. (50 mm) larger than the diameter or diagonal dimension of
the pile
• If square, no more than approximately 2 in. (50 mm) larger than the lateral dimension or diameter of
the pile
Provide enough pumping capacity, using at least two jets, to produce a volume and pressure that will freely erode
the material next to the pile and the material 6 in. (150 mm) below the pile tip.
Furnish the necessary material, tools, equipment (including a constant tension wire with a weight and sheave or a
weight and round pin), and incidentals to properly install the complete loading test and a temporary shelter over
the area if the Engineer requires it.
520.3.03 Preparation
Unless otherwise permitted, remove or cut out portions of obstacles that interfere with attaining the PDO. This will
be measured and paid for as described in Subsection 520.4.01.A, Removing Obstacles.
Before driving piling at bridge ends and unless otherwise shown on the plans, form the embankment as follows:
providing a bench for the end bent.
bridge as required.
The minimum acceptable length of completed full-depth embankment is specified in Subsection 101.11, Bridge.
520.3.04 Fabrication
General Provisions 101 through 150.
520.3.05 Construction
Use full-length piling when possible, but always use full-length timber piling. Use piling long enough to reach
the PDO.
Except for test piles shown on the Plans, pile lengths are based on the lengths assumed to remain in the
completed structure.
Provide fresh headings and the additional length necessary to suit the method of operation at no additional
expense to the Department. Pile lengths or quantities shown on the Plans are for estimating purposes only.
The Engineer’s “Length List” will be available only after the test piles that logically cover the listed bents have been
driven and evaluated and required load tests have been performed. The written “Length List” itemizes the number,
type, size, and length of pile required per bent. 793793793793793793
Determine and furnish the required lengths of piling in place to reach the PDO, regardless of whether the
Plans require test piles or show estimated lengths.
To determine these lengths of piling in place, either drive test piles, make borings, or make other
investigations at no additional expense to the Department.
Have the Department determine the lengths of this piling. Furnish the piling either according to the Plan listing
or according to the Engineer’s “Length List,” as directed.
Lengths for timber piling up to 40 ft. (12 m) will be given in 1 ft. (300 mm) increments.
Lengths for timber piling over 40 ft. (12 m) will be given in 2 ft. (600 mm) increments.
Have the Department determine the lengths of this piling. Furnish the piling according to the Plan listing or the
Engineer’s “Length List,” as directed.
Lengths for prestressed concrete piling 18 in. (450 mm) square or smaller will be given in 2-1/ 2 ft.
(750 mm) increments.
is driven below cutoff elevation before reaching the PDO, the Engineer will determine the net additional
length required and add this extension length to the written “Length List.”
concrete piling (with steel H-section tips partially embedded in and partially protruding from the concrete),
is the end-to-end length of the concrete.
The total length of the steel H-section and its embedded and protruding tips is as shown on the plans.
The steel sections are incidental to the work.
When pilot holes are required, drill them to the diameter and approximate depth specified on the plans.
Backfill voids and holes with sand or other suitable granular material, or other material as indicated on the plans.
This backfill is an incidental part of the work.
The following are not considered pilot holes:
• Holes created by spudding (punching)
• Holes dug to drive piling that is too long to fit leads
• Holes dug to replace a template (if permitted)
Where pilot holes are required in granular material and the material cannot be sealed off using “mudding” drilling
methods, drill the pilot hole as follows:
the hard material to keep loose material out of the pilot hole.
Drilling pilot holes using casing is incidental to the work. 794794794794794794
The plans will normally require test piles only with timber and prestressed concrete piling, including composite
piling. However, the Department may require steel H or metal shell test piles.
When the plans show the design load of a pile as well as a PDO, the design load is shown only for information
purposes if a loading test is required.
Ensure that the piling to be loaded is of the size and type and at the locations specified on the plans or designated
by the Engineer.
The Engineer may revise the quantity or location of the Department’s test piles.
The Department may designate locations on the plans where the Engineer will record pile driving data during
driving operations. Such piles are designated as “Driving Data Piles.”
Follow these requirements when driving:
• Ensure that the cross-sectional dimensions of test piles are the same as the piles that will be part of the
completed structure.
• Test piles are generally longer than piles that remain in the completed structure. Regardless of the PDO,
drive test piles to their full length, where possible, for exploratory purposes.
• Drive test piles of the length, type, and size designated on the plans in the locations the
Engineer specifies.
• When using timber test piles, peel the piles and drive them next to the piles that will be part of the
completed structure. If desired, machine-peel timber test piles and leave them untreated.
• Drive other types of test piles so that they become part of the completed structure.
• Ensure that test piles furnished and driven in permanent locations meet the requirements in Subsection
520.3.05.D.1 or 520.3.05.D.2 as appropriate, and Subsection 520.3.05.A.1. Drive test piles to determine
required lengths in the Engineer’s presence.
• Cooperate with the Engineer to obtain the required data on “Driving Data Piles” as an incidental part of
the work. “Driving Data Piles” do not need to be driven before other piling.
Determine the bearing capacity of piling by determining driving resistance, performing loading tests, or doing a
combination of these.
Determine driving resistance for all piling driven regardless of PDO requirements.
Drive a pile in one continuous operation and determine the driving resistance without delays. However, in soft
material the Contractor may, at the Engineer’s discretion, determine the driving resistance after delaying
driving operations.
Determine the driving resistance of the piling using the appropriate formula for the hammer type. These
resistance formulas apply only when:
• The hammer has a free fall.
• The head of the pile is not broomed, crushed, spalled, or excessively crimped.
• The penetration rate is reasonably uniform.
Determining driving resistance by formula is not a Pay Item. Provide the facilities for determining driving
resistance by formula as an incidental part of the work. 795795795795795795
Driving Resistance Formulas
Hammer Type Formula Number Formula (DR =)
Gravity hammer 1 2WH
S + 0.7
Single-acting steam (or air) hammer;
open-end diesel hammer
2WH
S + 0.2
Double-acting, enclosed-ram diesel
hammer
3 2E
S + 0.2
Double-acting steam (or air) hammer 4 2(W +Ap)H
S + 0.2
NOTE: Do not use the manufacturer’s bearing chart unless it agrees with the applicable formula above.
Driving Resistance Formulas (metric)
Hammer Type Formula
Number
Formula (DR =)
Gravity hammer 1 0.167WH
S + 17.8
Single-acting steam (or air) hammer; open-end diesel hammer 2 0.167WH
S + 5.08
Double-acting, enclosed-ram diesel hammer 3 0.15E
S + 5.08
Double-acting steam (or air) hammer 4 0.166(W + A)Hp
S + 5.08
NOTE: Do not use the manufacturer’s bearing chart unless it agrees with the applicable above formula. 796796796796796796
The abbreviations in the driving resistance formulas are defined as follows:
Driving Resistance Formula Abbreviations
Abbreviation Meaning
DR Driving resistance in tons (kilonewtons).
W Weight of the striking part of the hammer in tons (newtons).
H Height of fall in feet (meters) for gravity, steam, and air hammers.
When using Formula 1, the maximum height is 10 ft. (3 m) for timber piling and 12 ft. (3.7 m) for steel H
or metal shell piling.
Observed average height of fall in feet (meters) for open-end diesel hammers. Record “H” as the
average penetration in inches (millimeters) per blow being determined.
When rating open-end diesel hammers to comply with energy requirements, use the height of fall as 8 ft
(2.4 m).
E Average equivalent energy in foot-tons (newton-meters) for enclosed-ram diesel hammers. Measure “E”
as the average penetration in inches (millimeters) per blow being determined using a gauge attached to
the hammer.
A Area of piston in square inches (meters) for double-acting steam or air hammers.
p Pressure at the hammer in tons per in.² (pascals) for double-acting steam or air hammers.
S Average penetration in inches (millimeters) per blow for the last 5 to 10 blows for a gravity hammer and
the last 10 to 20 blows for a power hammer.
Drive piles in one continuous operation after driving resistance has been determined and associated report has
been approved by the Geotechnical Bureau. Determine the driving resistance of the piling based on the method
specified in the plans, which will be one of the following methods (a – c):
be determined by computing the penetration per blow with less than ¼-inch (6-mm) rebound averaged
through 12 inches (305 mm) each of penetration. When it is considered necessary by the Engineer, the
average penetration per blow may be determined by averaging the penetration per blow through the last
10 to 20 blows of the hammer. In soft material the driving resistance may be determined, at the Engineer’s
discretion, after delaying driving operations and performing pile re-strikes.
R ndr = 1.75 (E d) 0.5 log 10 (10Nb) - 100 (kips) U.S units
Rndr = 7 (Ed) 0.5 log 10 (10Nb) - 550 (kN) S.I. units
Where:
Rndr = nominal pile driving resistance measured during pile driving
E d = developed hammer energy. This is the kinetic energy in the ram at impact for a given blow. If ram
velocity is not measured, it may be assumed equal to the potential energy of the ram at the height of
the stroke, taken as the ram weight times the actual stroke (ft.-lb. for U.S units, kN-m for S.I. units)
N b = Number of hammer blows for 1.0 inch of pile permanent set (blows/in)
These resistance formulas apply only when: 797797797797797797
• The hammer has a free fall.
• The head of the pile is not broomed, crushed, spalled, or excessively crimped.
• The penetration rate is reasonably uniform.
Determining driving resistance by formula is not a Pay Item. Provide the facilities for determining driving
resistance by formula as an incidental part of the work.
Once the driving resistance has been determined by one of the methods noted above, do not continue to
drive piles if the Engineer determines that the piles have reached practical refusal. Practical refusal is defined
as 20 blows per inch with the hammer operating at the highest setting or setting determined by the Engineer
and less than ¼-in. (6-mm) rebound per blow. The Engineer will generally make this determination within
2 in. (51 mm) of driving. However, the Engineer will not approve the continuation of driving at practical refusal
for more than 12 in. (305 mm). When the required pile penetration cannot be achieved by driving without
exceeding practical refusal, use other penetration aids such as jetting, spudding, predrilling or other methods
approved by the Engineer.
Use the Wave Equation Analysis for Piles (WEAP) program to evaluate the suitability of the proposed driving
system chosen from the methods noted above (including the hammer, follower, capblock and pile cushions)
as well as to estimate the driving resistance to achieve the pile bearing requirements and to evaluate pile
driving stresses. Use the WEAP program to show that the hammer is capable of driving to a driving resistance
equal 130 percent (1.3 times) the driving resistance shown in the plans without overstressing the piling in
compression or tension and without reaching practical refusal.
Perform the WEAP analysis with personnel who are experienced in this type work and have performed this
analysis on a minimum of 15 projects. Provide a list of the qualifications and experience of the personnel to
perform the WEAP analysis for this project.
The Engineer may modify the scour resistance shown in the plans if the dynamic pile 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.
A minimum of two weeks prior to beginning any pile driving operations, submit to the Geotechnical Bureau for
evaluation and approval the following information on all of the proposed pile driving system(s) to be used on
the Project including but not limited to:
ii. Other information on the driving system required by the Engineer
iii. A WEAP program output indicating the approximate depth or elevation where the pile will achieve
the bearing required
iv. Valid Driving Criteria.
Valid driving criteria is defined as having the required hammer having a hammer set greater than 3 blows per
inch and less than 10 blows per inch at the driving resistance for that pile.
If WEAP analyses show that the hammer(s) will overstress the pile, modify the driving system or method of
operation as required to prevent overstressing the pile. Resubmit the modified pile driving system information
and WEAP program output to the Geotechnical Bureau for re-evaluation. Do not begin pile driving operations
until the Geotechnical Bureau has approved the qualifications of the personnel, the WEAP program output,
and the pile driving system(s).
Approval of the pile driving system(s) is also based on satisfactory field trials with dynamic pile testing. Obtain
approval from the Geotechnical Bureau for the pile driving system(s) based on satisfactory field performance.
If piles require different hammer sizes, the Contractor may elect to drive with more than one size hammer or
with a variable energy hammer, provided that the hammer is properly sized and cushioned, will not damage
the pile, and will develop the required resistance.
For penetration of weak soils by concrete piles, use thick cushions and/or reduced stroke to control tension
stresses during driving. 798798798798798798
Pile Driving Data Form
Contract ID: Structure Name:
PI Number: Structure No.:
County Pile Driving Contractor:
Hammer
Manufacturer: ____________ Model No. _______________
Hammer Type: ___________ Serial No. _______________
Manufacturers Maximum Rated Energy: _____________(ft-k)
Stroke at Maximum Rated Energy: ___________________(ft)
Range in Operating Energy: __________ to __________(ft-k)
Range in Operating Stroke: ___________ to ____________(ft)
Ram Weight: __________________________________ (kips)
Modifications: ______________________________________
Striker Plate Weight: ____________(kips) Diameter: _____________(in)
Thickness: ____________(in)
Hammer
Cushion
Material 1 Material 2
Name: __________________ Name: __________________
Area: ________________(in ) Area: (in )
Thickness/Plate: _______(in) Thickness/Plate:________(in)
No. of Plates: _____________ No. of Plates: _____________
Total Thickness of Hammer Cushion: _________________(in)
Helmet Weight including inserts: _________________________(kips)
Pile Cushion
Material: ___________________________________________
Area: _______________(in ) Thickness/Sheet: _______(in)
No. of Sheets: ____________
Total Thickness of Pile Cushion: _____________________(in)
Pile
Pile Type: __________________________________________
Wall Thickness: ________(in) Taper: __________________
Cross Sectional Area: ___(in
) Weight/Meter: ____________
Ordered Length: __________________________________(ft)
Driving Resistance: ______________________________(kips)
Description of Splice: ________________________________
Driving Shoe/Closure Plate Description: __________________
Submitted By: ____________________________________ Date: ___________________ 799799799799799799
Unless otherwise specified on the Plans, use a test method that conforms to ASTM D 1143, modified for quick
load tests.
Use loading apparatus capable of the lesser value of the following:
• For concrete piles, 400 percent of the design load or 500 tons (4450 kilonewtons)
• For steel piles, 400 percent of the design load or 90 percent of the yield strength
The Engineer may increase or decrease the number of loading tests.
Furnish and read the instrumentation necessary to determine the pile settlement under load.
A loaded pile is unsatisfactory when the total settlement under Maximum Applied Load as defined by the
Office of Materials and Testing Geotechnical Bureau exceeds 1 in. (25 mm) or the permanent settlement
exceeds 1/4 in. (6 mm) using the standard loading procedure in ASTM D1143 Section 5.
The laboratory will determine the maximum safe design load, or the failure load of original loading materials
based on the results of the loading test.
The Engineer may require the following piles to be driven further:
• Unsatisfactory piles as defined in the paragraphs above
• Piles without enough maximum safety design or failure loads as determined by the Office of Materials
Perform the loading test as follows:
When the Engineer permits, use piling that will remain in the completed structure after load testing as
anchor piles when desired.
Contractor’s property.
Cut off the piling at least 1 ft. (300 mm) below the bottom of the footing or the ground line,
whichever applies.
Drive piling to the PDO shown on the Plans. When the PDO involves only a driving resistance requirement,
the Engineer will determine the depth to drive piling. If there is no Plan PDO, drive the piling as directed by
the Engineer.
If the Engineer determines that driving results and loading test results require modification, drive the piling to a
PDO modified by the Department.
Drive piling as follows:
by the Engineer.
• Crushed, spalled, or cracked concrete
• Split, splintered, or broomed wood
• Broken piling
• Shell collapse
• Steel deformation 800800800800800800
resistance before using full driving energy.
Do not drive foundation and end bent piling until excavation is nearly complete.
If driving a test pile to the side (one that will not become part of the structure) have it begin penetration at
approximately the same ground elevation as if it were driven within the structure.
Redrive piles that are raised or moved while driving adjacent piling.
Jetting and, unless otherwise noted in the Contract, spudding are considered incidental to the Work.
Unless otherwise permitted by the Engineer, do not jetting or spudding operations lower than 3 ft. (900 mm) above
the estimated final elevation of the pile tip, or lower than 3 ft. (900 mm) above the specified Minimum Tip Elevation
to obtain minimum penetration.
When jetting or spudding to drive a prestressed concrete pile, ensure that the pile point is well seated with
reasonable soil resistance at the point before using full driving energy.
When the Engineer permits, use jetting to properly position a pile. Additional driving may be required to
determine the final driving resistance when piles are positioned by jetting.
Should additional driving require additional length, the additional expense involved is considered incidental to
the Work.
Jetting may be required with any hammer or piling type (including test piling) and at any site. However, jet only
when directed or permitted by the Engineer and as follows:
or other improvements.
trial run.
results of trials.
Control and dispose of water and solids that run off from the jetting.
at the pile point.
before reaching the PDO and continue driving to fix the point of the pile firmly and reach the PDO.
If the plans or Engineer require spudding, do it to facilitate driving.
The Engineer may require advance jetting exploration before deciding whether or not spudding is necessary
to penetrate firm or hard material. 801801801801801801
Cut off pilings at the required elevation. Splice piling driven below this elevation and extend it according to the Pile
Splice Details. Ensure that the minimum splice spacing is at least 10 ft. (3 m).
Lengths of cutoff of any piling, including test piles, remain the property of the Contractor. Dispose of cutoff lengths
outside the highway right-of-way according to Subsection 104.07, Final Cleaning Up. If desired, use undamaged
pieces of steel H and metal shell cutoff for splice plates, extensions, and reinforcement for steel H-tips.
Cut prestressed concrete piling using pneumatic tools, saws, or other approved methods as follows. Do not
use explosives.
When the Engineer considers it necessary, use an approved collar when cutting.
strand exposed.
the Engineer. Replace or repair piles at no expense to the Department.
Driven extensions of prestressed concrete piling shall consist of Class AAA concrete. Undriven extensions
shall consist of Class A concrete.
Extend prestressed concrete piling as follows:
leaks at the construction joint.
cement paste.
Curing and Subsection 500.3.05.Z, Cure Concrete.
is not necessary after making the extension.
When additional driving is necessary, ensure that the extension reaches its 28-day compressive strength
and has been water-cured for 5 curing days before resuming driving. The delay is considered incidental to
the work. 802802802802802802
•
FIGURE 1 803803803803803803
Splice and extend steel H-piling or metal shell piling before, during, or after driving according to the Pile Splice
Details [Figure 1]. Ensure that the sections have identical cross sections.
Instead of using the splice details for H-piles shown in the Pile Splice Details (Figure 1], when desired, use
approved H-pile splicers as follows:
be spliced.
ends of the piling to be spliced touch.
Accurately cut off piling to be capped with timber or precast concrete to obtain true bearing on every pile
without using shims.
Replace or repair piles inaccurately cut off at no additional expense to the Department. Replace or repair to
the Engineer’s satisfaction.
Do not splice timber piling without the Engineer’s permission.
Weld steel piling splices and swaybracing attachments according to Section 501.3.06.C.
Weld only in the Engineer’s presence. Use a welder with current Department certification for welds involved.
Repair and treat timber piling as follows:
• Two applications of a mixture of 60 percent creosote oil and 40 percent roofing pitch
• Two thorough brush coats of creosote oil followed by a covering of roofing pitch
Allow each coat to dry before applying the next.
using either of these methods:
• Drive galvanized or aluminum nails or spikes flush with the surface.
• Plug the holes with treated plugs after the field treatment.
caps after cutoff:
• Three applications of a mixture of 60 percent creosote oil and 40 percent roofing pitch
• Three thorough brush coats of creosote oil followed by a covering of roofing pitch.
• Allow each coat to dry before applying the next.
• The metal may be aluminum or galvanized steel. However, aluminum is preferred.
• Trim the metal neatly.
• Bend the metal down around the pile and fasten it to the side using large-headed aluminum or
galvanized roofing nails. 804804804804804804
Bolt permanent timber bracing at its intersections with piles using standard steel bolts and nuts and cast or
malleable iron ogee washers. Refer to Subsection 520.2 Materials
Piles cracked in transportation, handling, or storage may be rejected by the Engineer as defective piles if the
cracking indicates structural damage.
Piles with cracks that are not structurally damaging that will not be used in sea water or alkali soils may be
accepted by the Engineer if the cracks close and are not visible when the pile is in the leads.
When using prestressed concrete piling, comply with the following:
• Do not drive prestressed concrete piles until they reach a minimum strength of 5,000 psi (35 MPa) and a
minimum age of 5 days.
• Form vent holes for voided-type piles in one face of each pile at approximately 5 ft. (1.5 m) on the centers.
Ensure that these holes remain open permanently.
• After completing the driving, cut back and point over cable loops used as embedded pick-up points that
remain above the ground or water line.
Metal shell piling consists of steel shells filled with Class A concrete after they are driven in place and cut off.
Ensure that the shell’s minimum wall thickness is 1/4 in. (6 mm) unless otherwise shown on the Plans. However,
furnish shells thick and rigid enough that they can be driven to the PDO without crimping, buckling, or distorting.
The Contractor may use either of the following:
• Shells of constant section
• Shells that meet the requirements of Subsection 855.2.02, Fluted Steel Shell Pile
Use metal shell piling as follows:
Detail [Figure 2] so that the closure plate does not project beyond the outside diameter of the pile.
to inspect the entire length of the shell in place.
Shells that are broken or are collapsed enough that bearing capacity is materially decreased will be rejected
as defective piles.
Fill rejected shells that cannot be removed with Class A concrete at no expense to the Department.
during concrete placement. 805805805805805805
FIGURE 2 806806806806806806
any one bent or footing.
If this is not possible, stop the driving within the radius limit until the concrete in the last shell filled reaches a
minimum strength of 2,000 psi (14 MPa).
The Engineer may adjust the 30 ft. (9 m) limit according to the prevailing vibration conditions.
tremies to pour the concrete.
ground and working up.
top of the shell pile.
with concrete.
Wherever the Plans require HP 14 in. by 73 lb. (360 mm by 108 kg) steel H-piling, the Contractor may substitute
HP 13 in. by 73 lb. (330 mm by 109 kg) steel H-piling and, as appropriate, 13 in. (330 mm) pile tip reinforcement
for bearing pile in footings. Do not make this substitution for pile bents. Do not change the Contract Bid Price to
make the substitution.
Do not cut or trim steel H-piling to fit into an improperly sized steel driving head. Instead, replace the head with
one that conforms to the requirements of Subsection 520.3.02.B, Driving Head.
Place swaybracing members as shown on the Plans or as required by the Engineer and weld it according to the
Swaybracing Attachment Detail [Figure 3].
FIGURE 3
If steel H-piles are not driven in the position and to the alignment required, the Engineer may require fills and
shims between the bracing and the pile flanges as an incidental part of the work.
Apply a special protective coating as described below to steel H-Piling, metal shell piling, steel swaybracing, and
when specified, PSC piling. Clean and paint the piling according to Subsections 535.3.03.A, Clean New Steel
Structures, and Subsection 535.3.05.E, Paint Steel H-Piling, Metal Shell Piling, and Steel Swaybracing. 807807807807807807
Clean end-bent piling and coat it with a System IV paint for 2 ft. (600 mm) below the bottom of the cap.
As an alternate to coating, pour a concrete collar 2 ft. (600 mm) deep with a 3 in. (75 mm) cover around
the pile.
Coat pilings as follows:
extend the coating required in Subsection 520.3.05.O.1, Coating Requirements for End-Bent Piling for
5 ft. (1.5 m) below the stream beds.
Give piles a protective coating 5 ft. (1.5 m) below ground line for bents more than 10 ft. (3 m) outside each
stream bank.
(300 mm) below the top of the encasement.
For grade separation structures, extend coatings for intermediate bent piling to 5 ft. (1.5 m) below the finished
ground line.
520.3.06 Quality Acceptance
The Engineer is solely responsible for determining whether the PDO has been reached satisfactorily.
Correct driving deviations that exceed 3 in. (75 mm) from either the position or the line shown on the plans as
directed by the Engineer.
Do not allow the pile heave from driving nearby piling to exceed 1/4 in. (6 mm) without retapping.
Rejected piles are:
• Unable to meet material certification
• Damaged by internal defects or by improper driving
• Driven out of proper location as described in Subsection 520.3.06.B, Driving Corrections.
• Incorrectly driven below the elevation fixed by the plans or the Engineer
• Excessively crimped in driving (steel piling)
If cracks develop in a prestressed concrete pile that do not classify the pile as defective, seal the cracks with an
approved epoxy crack sealer at no expense to the Department. Place the sealer as directed by the Engineer.
If a pile is driven excessively out of position or below cutoff elevation through no fault of the Contractor, correct it
using the method designated by the Engineer at the Department’s expense.
Correct rejected piling at no expense to the Department using one or more of the following methods approved for
the pile:
Cut Off, Splice, and Extend Piling.
as required.
the corrections specified by the Engineer. The delay is considered incidental to the Work. 808808808808808808
520.3.07 Contractor Warranty and Maintenance
Undriven and undamaged whole lengths of piling ordered by the Engineer will become the property of
the Department.
Assemble and neatly stack the lengths as directed by the Engineer at a convenient location for loading on
Department vehicles.
Guard the lengths against damage or loss for 10 days after notifying the Engineer in writing that the lengths
are ready for loading. The 10-day period begins when the Engineer receives the notice.
520.4Measurement
The items included in this work will be measured for payment as described in Subsection 520.4.01, Limits.
520.4.01 Limits
When the obstacle removed (see Subsection 520.3.03.A, Remove Obstacles) consists of the structure being
replaced, and the Department has previously paid for removing the structure, remove or cut the obstacle at no
cost to the Department.
When the obstacle consists of another object below the original ground and its removal or cutting is necessary,
the removal or cutting is measured as Extra Work if it is not covered by another Pay Item.
Cutting by spudding is not measured for payment.
The Department will not recognize, accept, or pay any claim for adjusting the Contract Unit Prices because of
underruns or overruns of estimated lengths or quantities of piling.
Accepted test piles required by the Plans or the Engineer are measured per each and paid for at the Contract
Unit Price.
Accepted piles furnished and driven as test piles at the Contractor’s option to determine order lengths are
measured and paid for the same as for other piling in place of that type used in the completed structure.
Piling measured and paid for as test piles is not included in other measurement for payment.
There is no additional measurement for payment for “Driving Data Piles.”
These piling types are measured in linear feet (meters) of piling in place remaining in the completed work and will
be paid for at the respective Contract Price. Measurement does not include piling measured as test piling.
Payment is full compensation for furnishing, driving, jetting, spudding, lining, filling with concrete, disposing of
cutoffs, and painting, including special protective coatings.
Pile encasement will be paid for by the linear foot (meter) according to Section 547.5.
Steel swaybracing of steel H-piling will be measured and paid for under Subsection 501.4, Measurement and
Subsection 501.5, Payment.
These piling types are measured in linear feet (meters) of piling in place (plus an allowance for cutoff lengths noted
in Subsection 520.4.01.F, Cutoffs) and paid for at the Contract Price. Measurement does not include piling
measured as test piling.
Pay lengths will be based on the Engineer’s pile order length.
Payment is full compensation for furnishing, driving, jetting, spudding, lining, disposing of cutoffs, and placing
special protective coatings on prestressed concrete piling, if required. 809809809809809809
For timber piling, this payment is also full compensation for the costs of furnishing, placing, and removing
temporary bracing necessary to hold the piles in alignment.
The pay quantity includes prestressed concrete piling extensions (see Subsection 520.4.01.G.2, Extensions).
No separate payment will be made for cutting off pile or for using the cutoff lengths of steel H or metal shell piling.
However, cutoff undamaged pieces of steel H or metal shell piling used to make other piles or used as extensions
will be paid for as piling in place, described in Subsection 520.4.01.D, Steel H-Piling and Metal Shell Piling,
Subsection 520.4.01.G, Splices and Extensions, and Subsection 520.4.01.G.2, Extensions.
All extensions and splices are measured and paid for the same way, whether or not the pile is a test pile.
Splicing and extending timber piling, if allowed, will be measured and paid for as Extra Work according to
Subsection 109.05, Extra Work.
For any pile including test piles, each splice per steel H or metal shell pile provided for in the Splice
Tabulations will be included in the pay quantities and paid for as a Specification allowance of piling in place in
the amounts of 4 linear ft. (1.2 m) for steel H-pile and 2 linear ft. (600 mm) for metal shell pile.
When the original length of a Department test pile is increased by the Engineer after being driven, each splice
required as ordered and accepted is measured for payment in the amount provided above. Other steel pile
splices, including others made on test piles, will be performed at the Contractor’s expense.
For prestressed concrete piling, each splice ordered and accepted (except those required because of
Contractor negligence) will be measured and paid for as a Specification allowance of 5 linear ft. (1.5 m) of
piling. This payment compensates for the costs of making the actual splice within the limits of the cut-back
portion. Include uncompensated costs in the overall bid submitted.
Splice Tabulations
Steel H or Metal Shell Piling
In Place Length Maximum Pay Splices (If Made)
60 ft. (18 m) or less None
Above 60 ft. (18 m) through 90 ft. (27 m) 1
Above 90 ft. (27 m) through 120 ft. (36 m) 2
Above 120 ft. (36 m) and up 3
Splices will be paid for only when performed.
The extension of a prestressed concrete pile, including test piles, will be the net length ordered by the
Engineer measured from the original pile head to the extended head. This extension is measured as piling.
The actual splice within the cutback portion is measured separately as specified in
Subsection 520.4.01.G.1, Splices.
Extensions required because of the Contractor’s negligence are not measured for payment.
The Engineer will determine the length of extensions for the Department’s steel H or metal shell test piling.
These extensions will be paid for as piling in place according to Subsection 520.4.01.D, Steel H-Piling and
Metal Shell Piling. 810810810810810810
Instead of extending a prestressed concrete test pile that requires additional driving to reach the PDO (as provided
in Subsection 520.4.01.G.2, Extensions.), the Engineer may give the Contractor the option of abandoning the pile
as a test pile as far as measurement and payment are concerned.
If the Contractor chooses this option, the Engineer will allow the Contractor to drive a substituted, longer pile of
the required length as the test pile at another location selected by the Engineer.
The Engineer will determine the net additional length required. This additional length will be paid for as piling with
no splice allowance.
Complete the abandoned test pile, which is measured the same as non-test piles.
The Engineer will not allow the option if the driving data obtained is sufficient or if a loading test is needed instead
of further driving.
The number of loading tests completed and accepted will be measured and paid for per each at the
Contract Price.
Any loading test or additional stage of loading abandoned because of Contractor fault will not be measured.
Cast steel H-Pile points of the type and size designated on the Plans are measured per each.
Pilot holes drilled and accepted as a Contract Item are measured per linear foot (meter) from the natural ground
(intermediate trestle bents) or from the bottom of concrete, whichever applies. Pilot holes will be paid for at the
Contract Price.
Pilot holes not required by the Plans but made at the request of the Engineer will be measured and paid for as
Extra Work according to Subsection 109.05, Extra Work.
No separate payment will be made for furnishing and driving steel H-pile sections partially embedded in and
partially protruding from prestressed concrete piling, including test piles.
Unused prestressed concrete or timber piling will be paid for at invoiced cost, including transportation plus
10 percent. 811811811811811811
520.5Payment
This work will be measured and paid for at the Contract Prices, complete in place.
Payment is full compensation for all costs of complying with these Specifications, including incidentals and
additional work.
Payment will be made under:
Item No. 520 Piling in place, (type), (size) Per linear foot (meter)
Item No. 520 Piling, (type), (size*) Per linear foot (meter)
Item No. 520 Test pile, (type), (size*) Per each
Item No. 520 Loading test, (type), (size*) Per each
Item No. 520 Pilot holes Per linear foot (meter)
Item No. 520 H-pile points (type), (size) Per each
Item No. 520 Cast steel H-pile points (type), (size) Per each
*For timber piling, size will be omitted.
520.5.01 Adjustments
No deduction will be made when a required test pile underruns in length with the Engineer’s consent.
When a required test pile overruns in length with the Engineer’s consent, see Subsection 520.4.01.G.1, Splices.
Cutoff allowances exclude test piling.
Cutoff allowances will be made for each excess linear foot (meter) removed to achieve the cutoff elevation
as follows:
• For timber piling, the cutoff allowance is 50 percent of the Contract Price.
• For prestressed concrete piling, the cutoff allowance is 75 percent of the Contract Price.
If the loaded pile does not carry the load satisfactorily after the load is placed and it is necessary to redrive and
reload the pile, this reload constitutes an additional stage of loading but not an additional loading test.
Each additional stage of loading made and accepted on any single pile as specified will be measured and paid for
as 50 percent of a loading test.. 812 812 812 812 812 812
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