Part 1 — General
1.1 Section Includes
A.Driven steel piles for structure foundations .
1.2 Related Sections
A.Section 03055: Portland Cement Concrete
B.Section 03211: Reinforcing Steel and Welded Wire
C.Section 03575: Flowable Fill
1.3 References
A.AASHTO M 31: Deformed and Plain Carbon and Low -Alloy Steel Bars for Concrete Reinforcement
B.AASHTO M 270: Structural Steel for Bridges
C.ASTM A 36 : Carbon Structural Steel
D.ASTM A 252: Welded and Seamless Steel Pipe Piles
E.ASTM A 706: Deformed and Plain Low -Alloy Steel Bars for Concrete Reinforcement
F.ASTM C 1107: Packaged Dry, Hydraulic -Cement Grout (Nonshrink)
G.ASTM D 4945: High-Strain Dynamic Testing of Deep Foundations
H.AWS D1.1: Structural Welding Code – Steel
1.4 DEFINITIONS Not Used
1.5 Submittals
A.Pile Driving Equipment for review . Include at least the following:
1.Pile Driving Equipment Data for each proposed hammer and pile combination.
a.Use t he “Pile Driving Equipment Data” template on the Department’s website .
b.Refer to http://www.udot.utah.gov/go/standardsreferences .
2.Manufacturer’s product data sheets , and recommended installation instructions for each pile hammer used.
a.Include sufficient information to verify that the pile driving equipment meets the requirements in this Section, 2.5 B and that the pile driving equipment data matches the published hammer data.
B.Certified Mill Test Reports (MTR) for pile products
1.Clearly indicate on the MTR the Carbon Equivalent (CE) if the MTR is for ASTM A 252 Grade 3 steel and the country of origin.
C.Weld ing Procedures and Qualifications for review. Include at least the following:
1.Weld Procedure S pecifications as requi red by AWS D1.1.
2.Procedure Qualification Records when using ASTM A 252, Grade 3 steel with CE greater than 0.35 percent .
3.Welder Qualification Record for each operator, process, and position as required by AWS D1.1 .
a.Include a letter that states the certified welders have been using the process without an interruption of more than six months since being certified.
D.Manufacturer’s Product Data Sheet s and Installation Instructions for nonshrink grout.
E.Constructed Pile Ti p Elevations
1.Use the Constructed Pile Tip E levation plan sheet in the structure plan set.
1.6 Acceptance
A.The Engineer may accept pipe piles with concrete that is below the 28-day minimum compressive strength according to Section 03055 .
1.The pay factor will be applied to each pile for which the deficient strength test(s) are below the 28- day minimum compressive strength based on the total measured pile length from the required cutoff elevation .
B.The Engineer may accept piles that do not meet the specified driving accuracy for alignment or plan location at a reduced price provided that the piles are adequate to serve the design purpose.
1.The Engineer determines whether piles are adequate to serve the design purpose.
a.Piles must meet at least the following to be considered adequate to serve the design purpose: 1) The required footing clearances 2) The footing design requirements 3) Structural and geotechnical resistance (axial, lateral, and uplift)
2.The Engineer will:
a.Use the unit bid price in the Bid Schedule and the pay adjustment factor in Table 1 to calculate the price for payment .
b.Apply t he pay adjustment factors in Table 1 to measurements made at the conclusion of pile driving and at the cut -off elevation. Table 1 Pay Adjustment Factors For Non-Conforming Piles (for Driving Accuracy) Pay Adjustment Factor Alignment (% deviation from vertical ) Plan Location (inch deviation )
1.00 2.01 to 2.50 6.01 to 7.00
0.95 2.51 to 3.00 7.01 to 8.00
0.90 3.01 to 3.50 8.01 to 9.00
0.80 3.51 to 4.00 9.01 to 10.00
0.70 4.01 to 4.50 10.01 to 11.00
0.60 4.51 to 5.00 11.01 to 12.00
Reject > 5.00 > 12.00
3.The Engineer may accept rejected piles after an engineering analysis that demonstrates that the piles are adequate to serve the design purpose.
a.The Engineer will apply a pay adjustment factor of 0.50 if a rejected pile is allowed to remain in place.
4.The Engineer will not apply a pay adjustment factor to corrected work.
C.The Engineer will:
1.Apply pay adjustment factors to each pile individually based on the total measured pile length from the specified cutoff elevation.
2.Apply only the lowest pay adjustment factor (concrete compressive strength, alignment , or plan location) for the deficient pile.
Part 2 — Products
2.1 Pipe Piles
A.ASTM A 252, Grade 2 or Grade 3 as shown
1.Use new pipe pile.
B.Bottom Plate
1.ASTM A 36 or better
2.2 Hp Piles
A.AASHTO M 270 , Grade 36 or 50 as shown
1.Use new HP pile.
2.3 Concrete
A.Class AA(AE) concrete – Refer to Section 03055.
1.Air entrainment requirements are waived.
2.Provide a target slump of 6.5 inch.
2.4 Reinforcing Steel
A.Vertical bars
1.Uncoated. Use one of the following:
a.ASTM A 706, Grade 60. Refer to Section 03211.
b.AASHTO M 31, Grade 60 meeting the ductility requirements of ASTM A 706 . Refer to Section 03211.
B.Spiral bars
1.Uncoated. AASHTO M 31, Grade 60.
a.Refer to Section 03211.
2.5 Non- Shrink Grout
A.Refer to ASTM C 1107
2.6 FLOWABLE FILL A. Refer to Section 03575.
2.7 Pile Driv Ing Equipment
A.Use authorized pile driving equipment , including the pil e driving hammer, hammer cushion, helmet, pile cushion, and other appurtenances .
1.Obtain authorization of pile driving equipment before mobilizing the pile driv ing equipment to the project site.
B.Use pile driving equipment that is capable of driving the piles to the minimum driving resistance without exceeding 90 percent of the minimum yield stress of the pil e material (0.9F y), and without requiring more than 10 hammer blows per inch at the required driving resistance as determined by a wave equation analysis.
1.Follow the manufacturer’s recommendations and installation instructions for the pile driving equipment.
2.Use a pile hammer with at least the minimum rated energy shown.
a.Use a hammer with adjustable fuel or energy settings.
3.Use a helmet that fits the top of the pile and distributes the hammer blow uniformly and concentrically to the pile head.
a.Use a helmet with a machined surface to fully engage the end of the pile.
4.Use equipment that provides concentric impact f or each blow and that maintains the specified driving accuracy.
a.Use leads that align the pile and the hammer in proper positions throughout the driving operation.
5.Use equipment and methods that will drive piles to the specified driving accuracy.
6.Verify the thickness and condition of the hammer cushion in the presence of the Engineer before beginning pile driving and after every 100 hours of pile driving.
Part 3 — Execution
3.1 Preparation for Driving
A.Do not begin pile driving until excavation for pile cap is complete.
B.Dewater excavation to at least 2 ft below the bottom of the pile cap.
1.Maintain lowered water level during pile foundation operations.
C.Notify the Engineer of conflicts between the designated loca tion of new piles and the locations of existing piles ( from previous construction) , existing utilities, old foundations, and other potential conflicts.
1.The Engineer will revise new pile locations as required.
D.Notify the Engineer at least seven calendar days before pile driving begins on the project and at least five calendar days before pile driving begins on each subsequent abutment and bent foundation.
E.Predrill as shown.
1.Predrill holes with a diameter small er than the maximum pile dimension and sufficient to allow penetration of the pile to the required tip elevation.
F.Cut and maintain pile heads square with the longitudinal ax es of the piles.
3.2 Pile Driving
A.The Engineer establishes the pile driving criteria using the pile driving records and the results from dynamic pile testing and dynamic analysis on production piles designated as test piles.
1.The pile driving criteria will include at least the following:
a.Required tip elevation determined from dynamic pile testing and dynamic analysis
b.Minimum blow count
c.Minimum hammer stroke or hammer energy corresponding to the minimum blow count
d.Hammer fuel or energy setting
B.Drive production piles according to the established pile driving criteria to achieve the minimum driving resistance shown and the required tip elevation.
1.Remove pile top distortions before the dynamic pile testing of test piles and before the blow count assessment for production pile acceptance .
2.Complete the pile driving for piles driven from a pile driving equipment location before moving the pile driving equipment to the next location, unless otherwise approved by the Engineer.
a.Pile d riving is complete when each driven pile meets the pile driving criteria and the specified driving accuracy, and compliance is confirmed by the Engineer.
3.Notify the Engineer if pile damage is observed during driving.
a.Do not continue driving the damaged pile
4.Re-drive piles that are raised after initial driving due to the driving of adjacent piles.
5.Notify the Engineer if piles in a foundation do not meet the established pile driving criteria or if driving conditions change from the test pile driving conditions.
6.Drive additional piles at the locations designated by the Engineer when replacing damaged piles and piles that do not meet the specified driving accuracy.
C.Installation Sequence
1.Install piles in one of the following sequences when installing piles in pile groups.
a.Start at the center of the group and proceed outward.
b.Start at the outside row and proceed progressively across the group.
D.Driving Accuracy
1.Alignment
a.Not more than 2 percent (1:50) from vertical
2.Plan location
a.Pile head within 6 inch of plan
b.Pile n o nearer than 6 inch from edge of cap
3.Do not push, pull, or otherwise move pile tops laterally after driving.
E.Pile Splicing
1.Splice no more than one pi le section less than 6 ft in length, and no more than one other pile section less than 30 ft in length for each pile.
2.Examine the driven pile section for distortion from its original shape and for other damage from pile driving operations , before splicing pile sections .
a.Remove the damaged portion before splicing the next segment.
3.Match the alignment of the new pile segment to the previously driven pile segment.
4.Welding
a.Butt weld the entire pile cross -section using full penetration welds as shown, according to the authorized Welding Procedure Specification (WPS) for pile welds and conforming to the limitations of AWS D1.1 , Table 4.5. 1) ASTM A 252 Grade 2 may be treated as a prequalified base metal under Group 1. 2) ASTM A 252 Grade 3 will not be considered a prequalified base metal unless the steel has a Carbon Equivalent (CE) of 0. 35 percent or less. 3) Develop a Procedure Qualification Record (PQR) for all welding using Grade 3 steel or provide documentation that the chemistry of the steel meets the CE requirements.
b.Use welders qualified according to AWS D1.1, Clause 4, Part C ( Performance Qualification) for the position, process and pile size used on the project.
c.The Engineer may request nondestructive testing (NDT) of pile welds. 1) Perform NDT, such as ultrasonic testing, according to AWS D1.1. a) Use an NDT technician certified in the method to be used to perform the NDT. b) Evaluate ultrasonic defect indications according to the statically loaded criteria of AWS D1.1. c) The Department will reimburse the cost of the NDT if the testing does not identify defects warranting rejection. 2) Repair welds according to AWS D1.1 if NDT identifies defects warranting rejection. a) Retest the repaired weld using the same NDT method that identified the defects warranting rejection. b) NDT of repaired welds is not reimbursed.
F.Prevent water, soil, and debris from entering pipe piles before filling with concrete .
3.3 Dynamic Pile Testing
A.The Engineer or a Dynamic Testing C onsultant will perform dynamic pile testing on production piles designated as test piles.
1.The following piles require dynamic pile testing:
a.The first pile driven for each construction phase at each abutment and bent .
b.One additional pile at or near the opposite end of the abutment and bent from where the first test pile was driven if the abutment or bent foundation length is greater than 100 ft.
c.Additional test piles as required by t he Engineer.
2.Dynamic pile testing is required during the driving of test piles.
a.Dynamic pile testing monitors pile driving stresses and integrity, monitors hammer and drive system performance (including the occurrence of non- axial driving), and evaluates driving resistance.
3.A restrike dynamic test may be required if setup is required to achieve the minimum driving resistance or if pile relaxation is a concern.
a.Allow for at least the waiting period shown or as directed by the Engineer before the restrike dynamic test.
b.Use the same hammer that was used to perform the dynamic pile test during initial driving.
c.Thoroughly warm the hammer immediately before beginning the test by applying at least 20 blows to a pile other than the pile being tested, to a timber pad, or by other means acceptable to the Engineer . 1) Do not use a pile or timber pad closer than 30 ft from the pile being tested.
B.Cooperate with the dynamic pile testing, including the following:
1.Provide adequate space and conditions for the testing vehicle and related equipment.
2.Allow for the a ttach ing, checking, and remov ing of dynamic testing instrumentation as necessary:
a.Provide a platform at least 4 ft square with a 4 ft high safety rail equipped to be raised to the top of the pile located in the leads to provide testing personnel safe access when the attachment location is not accessible from the ground. 1) Alternatively, climb the driver leads and attach the dynamic testing instrumentation under the direct supervision of the Engineer or a Dynamic Testing Consultant.
b.Refer to ASTM D 4945 for a description of testing setup and instrumentation requirements
3.Dynamic testing instrumentation will be installed after placing the pile in the leads.
a.Allow for the time necessary to install the dynamic testing instrumentation.
C.Drive the test pile to at least the estimated tip elevation shown and until the dynamic pile testing and dynamic analysis indicate that the minimum driving resistance shown is achieved.
1.Reduce the driving energy transmitted to the test pile to keep compressive driving stresses below 90 percent of the minimum yield stress of the pile material (0.9F y).
2.Immediately realign the driving system if bending is indicated by dynamic measurements .
D.The Engineer may require the dynamic testing of additional piles and the reestablishing of pile driving criteria for the remaining piles within the foundation if a pile does not meet the established pile driving criteria or if the driving conditions change.
3.4 Pile Cut -Off
A.Examine the inside of pipe piles for water .
1.Notify the Engineer if water is found in the pipe piles so the piles can be evaluated for possible damage
B.Cutting Piles
1.Receive confirmation from the Engineer that pile driving is complete before cutting piles.
2.Remove damaged material from the tops of the piles.
3.Leave pile tops high as shown during embankment settlement and surcharge periods.
4.Do not cut off piles to final elevations until the driving of piles located within 30 ft is complete.
5.Cut off piles at the required elevations .
a.Use clean, straight -line cuts that are square to the pile axes.
3.5 Filling Voids
A.Fill voids adjacent to pi les from pile driving and predrilling with flowable fill or non-shrink grout.
3.6 Concrete Filling of Pipe Piles
A.Remove water and debris from pipe piles before filling with concrete.
B.Do not fill pipe piles with concrete before the Engineer confirms that pile driving is complete for the piles being filled.
C.Avoid segregation of the concrete.
1.Use a tremie pipe or drop chute to prevent concrete from contacting either the reinforcing steel cage or the pipe wall during placement .
a.Extend tremie pipe or drop chute below bottom of reinforcing steel cage.
2.Arrange placement aids such as chutes and pipes so concrete does not separate and flows freely without being pushed or shoveled.
D.Place the reinforcing steel cage into the pipe pile when the concrete reaches the planned bottom elevation of the cage.
1.Support the cage from the top until the concrete reaches the top of the pile and attains sufficient strength to support the cage.
2.Keep the reinforcing steel cage within 2 inch of the required vertical location.
E.Use high frequency internal vibrators to consolidate concrete to at least 3 ft below the bottom of the reinforcing steel cage or to at least 13 ft below the pile cutoff level, whichever is deeper.
1.Do not vibrate concrete that has taken initial set.
Source: Utah Standard Specifications for Road and Bridge Construction, 2026 Edition. Pages 320–330 of 1,331.