USACE / NAVFAC / AFCESA / NASA UFGS-31 62 16.16 (January 2008)
--------------------------------
Preparing Activity: NAVFAC Superseding
UFGS-31 62 16.16 (April 2006)
UFGS-31 62 16.00 10 (April 2006)
UNIFIED FACILITIES GUIDE SPECIFICATIONS
References are in agreement with UMRL dated January 2009
SECTION 31 62 16.16
STEEL H-PILES
01/08
NOTE: This guide specification covers the requirements for furnishing all equipment,
labor, and materials (except materials specified to be furnished by the Government)
and performing all operations in connection with the furnishing, installing
and testing of steel H-piles in accordance with these specifications and applicable drawings.
Edit this guide specification for project specific requirements by adding, deleting,
or revising text. For bracketed items, choose applicable items(s) or insert
appropriate information.
Remove information and requirements not required in respective project, whether
or not brackets are present.
This guide specification includes tailoring options for NAVFAC, LANTDIV, PACNAVFACENGCOM,
and USACE. Selection or deselection of a tailoring option (select view-tailoring
options) will include or exclude that option in the section. Specific project
editing is still required for the resulting section.
Comments and suggestions on this guide specification are welcome and should
be directed to the technical proponent of the specification. A listing of technical
proponents, including their organization designation and telephone number, is
on the Internet.
Recommended changes to a UFGS should be submitted as a Criteria Change Request
(CCR).
NOTE: Use Section 31 62 19 for TIMBER PILES.
Use Section 31 62 23 for COMPOSITE PILES
NOTE: Show the following information on the project drawings:
1. Location, size, and cutoff elevation of project piles.
2. Location, size, cutoff elevation, and identification of test piles.
3. Subsurface soil data logs. Other subsurface data is design information
and is not a part of the contract. Make data available for examination by the
bidders at appropriate locations.
4. Staging area.
PART 1 GENERAL
1.1 REFERENCES
NOTE: This paragraph is used to list the publications cited in the text of
the guide specification. The publications are referred to in the text by basic
designation only and listed in this paragraph by organization, designation,
date, and title.
Use the Reference Wizard's Check Reference feature when you add a RID outside
of the Section's Reference Article to automatically place the reference in the
Reference Article. Also use the Reference Wizard's Check Reference feature
to update the issue dates.
References not used in the text will automatically be deleted from this section
of the project specification when you choose to reconcile references in the
publish print process.
The publications listed below form a part of this specification to the extent referenced. The publications are
referred to within the text by the basic designation only.
[AMERICAN WELDING SOCIETY (AWS)AWS D1.1/D1.1M(2008) Structural Welding Code - Steel][ASTM INTERNATIONAL (ASTM)ASTM A 27/A 27M(2008) Standard Specification for Steel Castings, Carbon, for General ApplicationASTM A 36/A 36M(2008) Standard Specification for Carbon Structural SteelASTM A 572/A 572M(2007) Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural SteelASTM A 588/A 588M(2005) Standard Specification for High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point, with Atmospheric Corrosion ResistanceASTM A 690/A 690M(2007) Standard Specification for High-Strength Low-Alloy Nickel, Copper, Phosphorus Steel H-Piles and Sheet Piling with Atmospheric Corrosion Resistance for Use in Marine EnvironmentsASTM D 1143/D 1143M(2007) Piles Under Static Axial Compressive LoadASTM D 3689(1990, R 1995) Individual Piles Under Static Axial Tensile LoadASTM D 3966(1990; R 1995) Piles Under Lateral LoadsASTM D 4945(2008) High-Strain Dynamic Testing of Piles]1.2 BASIS FOR BIDS AND PAYMENT
NOTE: Select one of the following options:
NOTE: Use "Principal Sum" paragraph below for lump (principal) sum bidding
of piles. Use this in all projects except those where exact pile lengths cannot
be practically determined prior to the actual work. Clearly show number of
piles, pile capacity, pile locations, and tip and cutoff elevations on the drawings.
Use "Unit Price" paragraph for unit price bidding of piles. Specify unit price
bid items for piles only for projects where exact quantities cannot be practically
determined prior to the actual work. Lengths of piles must be determined as
accurately as possible, prior to bidding, since the unit price per meter foot
of the piles varies as the length increases or decreases.
[1.2.1 Principal Sum
[Base bids on the number, size, and length of piles from tip to cutoff as indicated. Include in bids the retapping
of piles to confirm pile capacity and/or redriving of heaved piles to the required tip elevation as directed
by the Contracting Officer. Base bids on retapping/redriving [100] [___] percent of the job piles. [Provide
test piles [1.5] [_____] meter [5] [_____] feet longer than bid length piles.] [Base bids on the number of
load tests indicated or specified.]
From the data obtained as a result of driving the test piles [and load tests] specified herein, the Government
will determine and will list for the Contractor the calculated pile tip elevations, the driving resistance for
piles, or both. The information will be given to the Contractor no later than [3] [ ] working days after
receipt of complete test pile data. Use this list as the basis for ordering piles. Do not order production
piles prior to receipt of the above information from the Government. Should the total number of piles or number
of each length vary from that specified as the basis for bidding, the contract price will be adjusted in accordance
with Contract Clause entitled "Changes." Adjustment in contract price will not be made for cutting off piles,
for any portion of a pile remaining above the cutoff elevation, or for damaged or rejected piles.]
NOTE: For LANTDIV projects, select one of the following options for basis for
bids. Use first option below for lump sum bidding of piles. Use second option
for unit price bidding of piles.
Base bids on providing [___] steel H-piles totaling [___ linear meters] [___ linear feet] on the assumed pile
length of [___ meters] [___ feet] from tip to cutoff. Pile length provided over [___ meters] [___ feet} for
ease of installation are the responsibility of the Contractor. Provide splices [in accordance with the detail
indicated] [as specified]. Continuously drive piles to a minimum depth of [___ meters] {___ feet] below the
cutoff elevation and to such additional depth as required to obtain a bearing capacity of not less than [___
kilonewtons] [___ tons]. Use the following formula as a guide in establishing the controlling penetration per
blow which, together with the minimum depth of penetration ([___ meters] [___ feet] below cutoff elevation) serves
to determine the required depth of penetration of each individual pile:
R=2E/(S+0.1) for double acting hammers
R=2WH/(S+0.1) for single acting hammers
in which R is the approximate allowable pile load in pounds, E equals the energy in foot-pounds per blow based
on an acceptable certified statement from the manufacturer of the hammer, W equals the weight of the hammer or
ram in pounds, H equals the fall of the hammer or ram in feet, and S equals the average inches of penetration
per blow for the last three blows. If after driving a pile to [___ meters] [___ feet] tip penetration below
cutoff elevation and a bearing capacity of [___ kilonewtons] [___ tons] is not achieved, notify the Contracting
Officer. Take corrective action as directed by the Contracting Officer, such as splicing additional pile length
and driving to greater depth. An adjustment to the contract cost will be made for Contracting Officer authorized
corrective action required due to inadequate bearing capacity. No reduction in price is required for piles driven
shorter than the specified tip to cutoff length when the requirements for minimum penetration and bearing capacity
have been met. Include all costs incidental to providing steel H-piles in the lump sum contract price bid, including
furnishing and driving piles, mobilization, cutting off piles at cutoff elevation, splices (except those as directed
by the Contracting Officer as corrective action due to required bearing not being achieved), retapping of piles
to confirm pile capacity, redriving of heaved piles to the required tip elevation, pile coatings, and providing
driving records. Base bids on retapping/redriving [100] [___] percent of the job piles.
][1.2.2 Unit Price
NOTE: For PACNAVFACENGCOM projects: Edit applicable attachments from Document
00 41 00 for inclusion in Standard Form 1442, "Solicitation, Offer and Award"
and "Schedule of Bid Items." Select first bracketed text.
[For unit price bid, see [SF 1442, SOLICITATION, OFFER AND AWARD and "Schedule of Bid Items."] [Section
00 41 00, BID SCHEDULES.]]
NOTE: For LANTDIV projects, select one of the following options for basis for
bids. Use first option below for lump sum bidding of piles. Use second option
for unit price bidding of piles.
[Payment will be at the contract unit price per unit length, including test piles, multiplied by the total length
of acceptable piles actually installed. Work includes furnishing labor, materials, tools, equipment, and incidentals
required for installing piles including [test piles,][load tests,][jetting,][predrilling,] pile cutoff, redriving,
and removal and replacement of damaged, mislocated, or otherwise rejected piles. Include in bids the retapping
of piles to confirm pile capacity and/or redriving of heaved piles to the required tip elevation as directed
by the Contracting Officer. Base bids on retapping/redriving [100] [___] percent of the job piles. Provide
test piles [1.5 m] [5 feet] [_____] longer than bid length piles. Base bids on the number of piles with pile
length from tip to cutoff, as indicated, and on total length of piling from tip to cutoff, including test piles,
as specified [in the document titled "Supplementary Instructions to Bidders."]. Include in bid a unit price
per [load test[s] and] linear foot of piling based on the quantity [indicated] [stated in document titled "Supplementary
Instructions to Bidders."]. From the data obtained as a result of driving the test piles [and load tests] specified
herein, the Government will determine and list for the Contractor the calculated pile tip elevations, the driving
resistance for piles, or both. Information will be given to the Contractor no later than 3 working days after
receipt of complete test pile data. Use this list as the basis for ordering piles. Do not order job piles prior
to receipt of the above information from the Government. If the Contracting Officer requires an increase or
a decrease in the length of piles furnished and installed, the contract will be adjusted in accordance with "FAR
52.211-18, Variations in Estimated Quantities."[ Adjustment in contract price will also be made for each increase
or decrease in number of pile load tests.]]
NOTE: For USACE (Army) projects, use and edit the appropriate following paragraph(s).
Do not use for Navy projects.
NOTE: If Section 01 22 00.00 10, "Measurement and Payment," is included in
the project specifications, delete paragraph title Unit Prices from this section
and the remaining appropriately edited subparagraphs below should be inserted
into Section 01 22 00.00 10.
1.2.2.1 Payment and Measurement for Furnishing and Delivering Piles
Payment will be made for costs associated with furnishing and delivering the required lengths of job piles to
the work site. No payment will be made for the lengths of piles exceeding required lengths. No payment will
be made for piles damaged during delivery, storage, handling, or driving to the extent that they are determined
by the Contracting Officer to be unsuitable for the work.
Furnishing and delivering job piles will be measured for payment by the linear meter foot of piles required below
the cutoff elevation as [determined by the Contracting Officer and furnished to the Contractor] [indicated].
1.2.2.2 Payment and Measurement for Driving Piles
Payment will be made for costs associated with driving job piles, which includes costs of handling [,] [and]
driving, [and splicing] piles, [furnishing, installing, and operating a pile driving analyzer,] measuring pile
heave, redriving heaved piles, cutting off piles at the cutoff elevation and removing cutoffs from the work site,
compiling and submitting pile driving records, backfilling voids around piles, and any other items incidental
to driving piles to the required elevation. No payment will be made for misplaced piles or piles exceeding the
maximum limits for rotation, lateral deviation, and variation in alignment. No payment will be made for piles
impaired during driving to the extent that they are determined by the Contracting Officer to be unsuitable for
the work.
Job piles will be measured for payment for driving on the basis of lengths, to the nearest hundredth of a linear
meter tenth of a linear foot along the axis of each pile acceptably in place below the cutoff elevation shown.
1.2.2.3 Payment and Measurement for Pulled Piles
Payment will be made for costs associated with pulling piles, as directed, and found to be undamaged. The cost
of furnishing and delivering pulled and undamaged piles will be paid for at the applicable contract unit price
for payment item[s] "Furnishing and Delivering Steel H-Piles" [and "Pile Points"]. The cost of driving pulled
and undamaged piles will be paid for at the applicable contract unit price for payment item[s] "Driving Steel
H-Piles" [and "Pile Splices"]. The cost of pulling undamaged piles will be paid for at twice the applicable
contract unit price for payment item "Driving Steel H-Piles", which includes backfilling any remaining void.
The cost of redriving pulled and undamaged piles will be paid for at the applicable contract unit price for payment
item "Driving Steel H-Piles". No payment will be made for furnishing, delivering, driving, pulling, backfilling
voids, and disposing of piles[, including [pile points] [and] [pile splices,]] pulled and found to be damaged.
New piles replacing damaged piles will be paid for at the applicable contract unit price for payment items "Furnishing
and Delivering Steel H-Piles" and "Driving Steel H-Piles".
Furnishing and delivering pulled and undamaged piles will be measured for payment as specified in paragraph "Furnishing
and Delivering Steel H-Piles". Pulling undamaged piles will be measured for payment as specified in paragraph
"Driving Steel H-Piles". Redriving pulled, undamaged piles will be measured for payment as specified in paragraph
"Driving Steel H-Piles". New piles replacing damaged piles will be measured for payment as specified in paragraph
"Furnishing and Delivering Steel H-Piles" and "Driving Steel H-Piles".
1.2.2.4 Payment and Measurement for Driving Tests
Payment will be made for costs associated with furnishing, delivering, driving, pulling, and disposing of driving
test piles[, including [pile points] [and] [pile splices]]; conducting pile driving tests; backfilling voids
around piles; compiling pile driving test records [; and furnishing, installing, and operating a pile driving
analyzer and reducing its data].
Steel H-Pile driving tests will be measured for payment on the basis of the applicable contract unit price per
pile driving test.
1.2.2.5 Payment and Measurement for Load Tests
Payment will be made for costs associated with furnishing, delivering, driving, pulling, and disposing of load
test piles[, including [pile points] [and] [pile splices]]; backfilling voids around piles; compiling pile driving
records[; furnishing, fabricating, and mounting of strain rods and protective assembly] [; furnishing, fabricating,
and mounting of inclinometer and inclinometer protective assembly][; and furnishing, installing, and operating
a pile driving analyzer and reducing its data]. No additional payment will be made for load test piles incorporated
in the permanent work other than as provided.
Steel H-piles for load tests will be measured for payment on the basis of the number of load test piles (each)
required.
1.2.2.6 Payment and Measurement for Compressive Load Tests
Payment will be made for costs associated with steel H-pile compressive load tests, including material and labor
for fabricating and furnishing load frames; calibrating load cells and hydraulic jacks; furnishing specified
test equipment; installing strain rods; placing and removing test loads and test equipment; recording, reducing,
and submitting test data; and compiling and submitting pile load test reports. No payment will be made for rejected
pile compressive load tests.
Steel H-pile compressive load tests will be measured for payment on the basis of the number (each) of compressive
load tests required.
1.2.2.7 Payment and Measurement for Tensile Load Tests
Payment will be made for costs associated with steel H-pile tensile load tests, including material and labor
for fabricating and furnishing load frames; calibrating load cells and hydraulic jacks; furnishing specified
test equipment; installing strain rods; placing and removing test loads and test equipment; recording, reducing,
and submitting test data; and compiling and submitting pile load test reports. No payment will be made for rejected
pile tensile load tests.
Steel H-pile tensile load tests will be measured for payment on the basis of the number (each) of tensile load
tests required.
1.2.2.8 Payment and Measurement for Lateral Load Tests
Payment will be made for costs associated with steel H-pile lateral load tests, including material and labor
for fabricating and furnishing load frames; calibrating load cells and hydraulic jacks; furnishing specified
test equipment; installing inclinometers; placing and removing test loads and test equipment; recording, reducing,
and submitting test data; and compiling and submitting pile load test reports. No payment will be made for rejected
pile lateral load tests.
Steel H-pile lateral load tests will be measured for payment on the basis of the number (each) of lateral load
tests required.
1.2.2.9 Payment and Measurement for Pulled Load Test H-Piles
Payment will be made for costs associated with load test H-piles pulled prior to load testing as directed and
found to be undamaged. The cost of furnishing, delivering, driving, and pulling undamaged load test piles will
be paid for at the applicable contract unit price for payment item "Steel H-Piles for Load Tests". The cost
of pulling undamaged load test piles the second time after redriving and testing will be paid for at twice the
applicable contract unit price for payment item "Driving Steel H-Piles". The cost of redriving pulled, undamaged
load test piles will be paid for at the applicable contract unit price for payment item "Driving Steel H-Piles".
No payment will be made for furnishing, delivering, driving, pulling, and disposing of load test piles pulled
and found to be damaged. New load test piles replacing damaged piles will be paid for at the applicable contract
unit price for payment item "Steel H-Piles for Load Tests".
Pulled undamaged load test H-piles will be measured for payment as specified in paragraph "Steel H-Piles for
Load Tests". Pulling undamaged load test steel H-piles, the second time after redriving and testing will be
measured for payment as specified in paragraph "Driving Steel H-Piles". Redriving pulled, undamaged steel H-piles
will be measured for payment as specified in paragraph "Steel H-Piles for Load Tests". New load test H-piles
replacing damaged piles will be measured for payment as specified in paragraph "Steel H-Piles for Load Tests".
1.2.2.10 Payment and Measurement for Steel H-Pile Points
Payment will be made for costs associated with steel H-pile points, including furnishing and delivering, pile
preparation for installing pile points, and installing the pile points.
Steel H-pile points will be measured for payment on the basis of the number (each) of steel H-pile points required.
1.2.2.11 Payment and Measurement for Steel H-Pile Caps
Payment will be made for costs associated with steel H-pile caps, including furnishing and delivering, pile preparation
for installing pile caps, and installing the pile caps.
Steel H-pile caps will be measured for payment on the basis of the number (each) of steel H-pile caps required.
1.2.2.12 Payment and Measurement for Steel H-Pile Splices
Payment will be made for costs associated with steel H-pile splices, including all plant, labor, and material
required to make the splice.
Steel H-pile splices will be measured for payment on the basis of the number of steel H-pile splices required.
1.2.2.13 Payment and Measurement for Steel H-Pile Tension Anchors
Payment will be made for costs associated with steel H-pile tension anchors, including furnishing and installing
pile tension anchors.
Steel H-pile tension anchors will be measured for payment on the basis of the number of steel H-pile tension
anchors required.
]1.3 SUBMITTALS
NOTE: Review submittal description (SD) definitions in Section 01 33 00 SUBMITTAL
PROCEDURES and edit the following list to reflect only the submittals required
for the project. Submittals should be kept to the minimum required for adequate
quality control.
A “G” following a submittal item indicates that the submittal requires Government
approval. Some submittals are already marked with a “G”. Only delete an existing
“G” if the submittal item is not complex and can be reviewed through the Contractor’s
Quality Control system. Only add a “G” if the submittal is sufficiently important
or complex in context of the project.
For submittals requiring Government approval on Army projects, a code of up
to three characters within the submittal tags may be used following the "G"
designation to indicate the approving authority. Codes for Army projects using
the Resident Management System (RMS) are: "AE" for Architect-Engineer; "DO"
for District Office (Engineering Division or other organization in the District
Office); "AO" for Area Office; "RO" for Resident Office; and "PO" for Project
Office. Codes following the "G" typically are not used for Navy, Air Force,
and NASA projects.
Choose the first bracketed item for Navy, Air Force and NASA projects, or choose
the second bracketed item for Army projects.
Government approval is required for submittals with a "G" designation; submittals not having a "G" designation
are [for Contractor Quality Control approval.][for information only. When used, a designation following the
"G" designation identifies the office that will review the submittal for the Government.] Submit the following
in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:
SD-02 Shop Drawings
[Pile splices[; G][; G, [_____]]]
[Submit detail drawings of pile splices prior to fabrication.]
Pile placement[; G][; G, [_____]]
Submit pile placement plan at least 30 days prior to delivery of piles to the job site.
[Pile reinforcing tips or steel points]
[Pile encasements]
SD-03 Product Data
Pile driving equipment[; G][; G, [_____]]
Submit descriptions of pile driving equipment at least 30 days prior to commencement of work.
Pile driving records[; G][; G, [_____]]
Submit the proposed form for compiling pile driving records 30 days prior to commencement of
work.
Delivery, storage, and handling[; G][; G, [_____]]
Submit delivery, storage, and handling plans for piles at least 30 days prior to delivery of
piles to the job site.
[Pile tests[; G][; G, [_____]]]
[Submit pile load test plan at least 30 days prior to installing any test piles. Approval of
the plan shall not relieve the Contractor of the responsibility for structural and operational
adequacies of the testing system.]
SD-04 Samples
Test piles[; G][; G, [_____]]
SD-05 Design Data
[Wave equation analysis]
[Submit wave equation analysis.]
SD-06 Test Reports
[Pile driving tests[; G][; G, [_____]]]
[Submit pile driving test data within one (1) [day] [week] after each test is completed.]
[Pile driving analyzer[; G][; G, [_____]]]
[Submit pile driving analyzer data within one (1) [day] [week] after each test is completed.]
[Pile load tests[; G][; G, [_____]]]
[Submit four copies of the load test report for each pile tested within one (1) [day] [week]
after the load test is completed.]
[Dynamic testing of piles]
[Submit reports of the dynamic testing of piles within one (1) [day] [week] after dynamic testing
is completed.]
SD-11 Closeout Submittals
Pile driving records
Submit [to the Contracting Officer] complete and accurate [test and] job pile driving records
as specified in paragraph entitled "Records" of this section, within [15] [_____] calendar days
after completion of driving.
1.4 DELIVERY, STORAGE, AND HANDLING
Conform all delivery, storage, and handling of materials to the requirements specified herein. Develop and submit
plans for the delivery, storage, and handling of piles.
1.4.1 Delivery and Storage
Stack piles during delivery and storage so that each pile is maintained in a straight position and is supported
every 3 m 10 feet or less along its length (ends inclusive) to prevent exceeding the maximum camber or sweep.
Do not stack piles more than 1.5 m 5 feet high.
1.4.2 Handling
Lift piles using a cradle or multiple points pick-up to ensure that the maximum permissible camber or sweep is
not exceeded due to insufficient support, except that a one-point pick-up may be used for lifting piles that
are not extremely long into the driving leads. Point pick-up devices must be of the type that clamp to both
pile flanges at each pick-up point. Holes may be burned in the flanges or webs of piles above the cutoff length
for lifting piles into the leads. Do not drag piles across the ground.
Inspect piles for excessive camber and sweep and for damage before transporting them from the storage area to
the driving area and immediately prior to placement in the driving leads. Camber, curvature in the pile in the
direction normal to the pile flanges, must be measured with the pile flange base laying on a flat surface and
is the distance between the flange base at the mid-length of the pile and the flat surface. Sweep, curvature
in the pile in the direction parallel to the pile flanges, must be measured with the pile flange tips laying
on a flat surface and is the distance between the flange tips at the mid-length of the pile and the flat surface.
The maximum permissible camber [and][or] sweep is 50 mm 2 inches over the length of the pile. Piles having excessive
camber or sweep will be rejected.
PART 2 PRODUCTS
2.1 MATERIALS
2.1.1 H-Piles
NOTE: Base selection of material on a comprehensive study of strength, cost,
and corrosion resistance requirements.
ASTM A 36/A 36M and ASTM A 572/A 572M steels have the same corrosion resistance;
ASTM A 572/A 572M can be obtained in yield strengths of 350 MPa through 448
MPa 42 ksi through 65 ksi; however, 350 MPa 50 ksi is the most available grade.
ASTM A 588/A 588M has twice the atmospheric resistance of ASTM A 36/A 36M steel
with 20 percent copper added.
1. Marine environment: Evaluate steel section piles exposed to seawater on
the basis of application, location, degree of exposure, type of structure, and
required service life. Where additional service life in the splash zone is
required over that provided by conventional steel grades, ASTM A 690/A 690M
or ASTM A 588/A 588M may be considered. ASTM A 690/A 690M steel 350 MPa 50
ksi (yield strength) has two to three times greater resistance to seawater splash
zone corrosion than ordinary ASTM A 36/A 36M steel.
2. Seawater protection: To obtain reasonably long life for a structure immersed
in seawater, provide steel piles with coatings, cathodic protection, or concrete
encasement. Choice of protection is ultimately based on economics; usually,
more than one type of protection will be used on a structure for most economical,
adequate protection. The following criteria applies:
a. The use of coating systems for protection, such as coal tar epoxy, is usually
low in initial cost but may require relatively frequent maintenance; also, it
is extremely difficult to renew in the tidal zone between mean tide and low
tide.
b. Cathodic protection is low in initial cost and low in maintenance. It can
be of value only where the piles are continually wet, as in the submerged zone.
c. Concrete encasement or metal jacketing is relatively expensive in initial
cost but requires no maintenance if properly constructed. When concrete encasement
is to be continuously submerged in water with low resistivity, it must (1) extend
below the mudline, or (2) be coated to electrochemically insulate the concrete
from the steel.
Use high-strength steel only when design analyses show that the use is the most
economical solution.
ASTM A 27/A 27M cast steel is used for some commercially available pile points.
[ASTM A 36/A 36M] [ASTM A 572/A 572M, Grade [_____]] [ASTM A 588/A 588M] [ASTM A 690/A 690M]. [Provide test
piles identical to those used elsewhere in the project.] [Provide square and blunt pile tips, as received from
the mill.] [Provide pile tip reinforcements or cast steel points.] [Coat piles in accordance with Section
09 97 13.26, "Coating of Steel Waterfront Structures."] [Provide piles with concrete encasements in accordance
with Section 03 30 00, "Cast-In-Place Concrete."] Provide H-piles of the shape and sections shown. Determine
lengths of piles as specified in paragraph "Installation," subparagraph "Lengths of Job Piles" [and paragraph
"Pile Tests," subparagraph "Test Piles"].
[2.1.2 Pile Splices
[[ASTM A 36/A 36M][ASTM A 572/A 572M, Grade [_____]] [ASTM A 588/A 588M] for splice plates.] [Materials for
pile splices must be as specified.]
][2.1.3 Pile Points
NOTE: Pile points may be required when driving piles in dense sand strata,
gravel strata and cobble-boulder zones, and when driving piles to refusal on
a hard layer or bedrock.
[[ASTM A 27/A 27M for cast steel points.][[ASTM A 36/A 36M][ASTM A 572/A 572M, Grade [_____]] for pile tip reinforcements.]
Pile points must [be the type] [conform to details] shown[ and be provided on all piles.]]
][2.1.4 Pile Caps
[ASTM A 36/A 36M.][ASTM A 572/A 572M, Grade [_____].][ASTM A 588/A 588M.] Pile caps must conform to details
shown.
][2.1.5 Pile Tension Anchors
[ASTM A 36/A 36M. ][ASTM A 572/A 572M, Grade [_____]. ][ASTM A 588/A 588M. ]Pile tension anchors must conform
to details shown.
][2.1.6 FABRICATION
Fabrication must conform to the requirements shown and as specified herein and in[ Section 05 50 13 MISCELLANEOUS
METAL FABRICATIONS][ Section 05 51 33 METAL LADDERS][ Section 05 52 00 METAL RAILINGS][ Section 05 51 00 METAL
STAIRS].
][2.1.6.1 Pile Splices
NOTE: Splices are generally not permitted where required lengths are available
in one piece or the pile is designed for a moment connection. Where splices
are permitted, show details of the splice.
Fabricate pile splices as shown. Submit detail drawings of splices in accordance with paragraph "Submittals."
][2.1.6.2 [Pile Caps,] [Pile Points,] [Pile Tension Anchors]
[Attach [pile caps,] [pile points,] [and] [pile tension anchors] as shown.] [Ground the top of piles sufficiently
smooth to provide a good welding surface for structural-shape pile caps.]
]PART 3 EXECUTION
3.1 PILE DRIVING EQUIPMENT
Select the proposed pile driving equipment, including hammers and other required items, and submit complete descriptions
of the proposed equipment in accordance with paragraph "Submittals." [Final approval of the proposed equipment
is subject to the satisfactory completion and approval of pile tests.] Changes in the selected pile driving
equipment will not be allowed after the equipment has been approved except as [specified and] directed. No additional
contract time will be allowed for Contractor proposed changes in the equipment.
3.1.1 Pile Driving Hammers
NOTE: When specifying the minimum driving energy, makean allowance for reduced
penetration caused by shock absorption of pile caps. Enter the appropriate
minimum allowable driving energy for the project. Minimum allowable driving
energy must be not less than the following:
Design Bearing Pile Minimum Rated Hammer
Capacity for Single Driving Energy (Joules)
Pile (Metric Tons)
Up to 60 20,350
Over 60 25,750
Design Bearing Pile Minimum Rated Hammer
Capacity for Single Driving Energy
Pile (Tons) (Foot-Pounds)
Up to 60 15,000
Over 60 19,000
The minimum and maximum hammer energies required may be determined from experience
on other jobs or by a series of wave equation analyses.
Provide impact[ or vibratory] type pile driving hammers.
3.1.1.1 Impact Hammers
Provide steam, air, or diesel-powered impact pile hammers of the single-acting, double-acting, or differential-acting
type.[ The size or capacity of hammers must be as recommended by the hammer manufacturer for the total pile mass
weight and the character of the soil formation to be penetrated.][ The rated driving energy of hammers is limited
to a minimum of [20,350][25,750] joules [15,000][19,000] foot-pounds.][ Hammers must be capable of [, and so
demonstrated during the development of refusal criteria,] hard driving in excess of 20 blows per 25 mm.inch.]
Provide boiler,, compressor, or engine capacity sufficient to operate hammers continuously at the full rated
speed. Hammers must have a gage to monitor hammer bounce chamber pressure for diesel hammers or pressure at
the hammer for air and steam hammers. This gage must be operational during the driving of piles and be mounted
in an accessible location for monitoring by the Contractor and the Contracting Officer.[ Provide two spare operational
bounce chamber read out units on site.][ Provide bounce chamber pressure gage correction tables and charts for
the type and length of hose to be used with the pressure gage to the Contracting Officer.] Obtain driving energy
by use of a heavy ram and a short stroke with low impact velocity, rather than a light ram and a long stroke
with high impact velocity. Position a pile cap or drive cap between the pile and hammer. Place hammer cushion
or cap block between ram and the pile cap or drive cap. Hammer cushion or cap block must have consistent elastic
properties, minimize energy absorption, and transmit hammer energy uniformly and consistently during the entire
driving period.[ Do not use a pile cushion block.] In accordance with paragraph "Submittals," submit the following
information for each impact hammer proposed:
a. Make and model.
b. Ram mass (kilograms). weight (pounds).
c. Anvil mass (kilograms). weight (pounds).
d. Rated stroke (millimeters). (inches).
e. Rated energy range (joules). (foot-pounds).
f. Rated speed (blows per minute).
g. Steam or air pressure, hammer, and boiler [and][or] compressor (MPa). (psi).
[h. Rated bounce chamber pressure curves or charts, including pressure correction chart for type and
length of hose used with pressure gage (bar). (pounds per square inch).]
i. Pile driving cap, make, and mass (kilograms). weight (pounds).
j. Cushion block dimensions and material type.
k. Power pack description.
[3.1.1.2 Vibratory Hammers
[The use of vibratory hammers is dependent upon satisfactory driving and load testing of piles. ][Final approval
of the proposed hammer and other driving equipment is subject to the satisfactory completion and approval of
the pile tests. ][The size or capacity of hammers must be as recommended by the hammer manufacturer for the
total pile mass weight and the character of the soil formation to be penetrated. ]The hammer must provide for
maintaining a rigid connection between the hammer and the pile. In accordance with paragraph "Submittals," submit
the following information for each vibratory hammer proposed:
a. Make and model.
b. Eccentric moment (newton-meters). (inch-pounds).
c. Dynamic force (kilonewtons). (tons).
d. Steady state frequency or frequency range (cycles per minute).
e. Vibrating mass (kilonewtons). weight (pounds).
f. Amplitude (millimeters). (inches).
g. Maximum pull capacity (metric tons). (tons).
h. Non-vibrating mass (kilonewtons). weight (pounds).
i. Power pack description.
]3.1.2 Pile Driving Leads
NOTE: Suspended leads should not be used on jobs where accurate pile placement
and alignment are required.
Vibratory hammers are typically operated free hanging without leads unless accurate
placement and alignment of the piles are required.
Support and guide hammers with[ suspended leads,] fixed extended leads or fixed underhung leads.[ Operate vibratory
hammers free hanging without leads.][ For driving battered piles, support and guide impact hammers with three-axis,
fixed-extended leads capable of 1 H and 2-1/2 V fore and aft batter and 1 H on 6 V side batter, with 30 degree
rotation each side of an axis running along the center line of rotation of the crane through the center line
of the leads].[ For driving battered piles, support and guide vibratory hammers with fixed extended leads or
templates.][ Provide two intermediate supports for the pile in the leads to reduce the unbraced length of the
pile during driving and pulling.]
3.1.3 Pile Extractors
Pile extractors may be vibratory [and][or] impact pile driving hammers. Impact hammers are required for pulling
piles not extractable with vibratory hammers.
[3.1.4 Jetting Equipment
NOTE: Do not use jetting on piles carrying significant tension loads, lateral
loads, or compression loads developed predominantly from skin friction.
Provide jetting equipment with not less than two removable or fixed jets of the water or combination air-water
type. Water jets must be designed so that the discharge volume and pressure are sufficient to freely erode the
material immediately under and adjacent to piles without resulting in pile drift. Submit jetting equipment including
plant description, volume of water and pressure, and size and length of hoses and pipes in accordance with paragraph
"Submittals."
]3.2 INSTALLATION
Inspect piles when delivered and when in the leads immediately before driving.[ Handle piles so as to protect
pile coatings. Repair damage or defects in pile coatings as specified.] Cut piles at cutoff grade by an approved
method. Where cutoff is below existing ground or mudline elevation, complete excavation, sheeting, and dewatering
before driving pile to cutoff elevation.
3.2.1 Lengths of Job Piles
The estimated quantities of piles are given for bidding purposes only. The Contracting Officer will determine
the actual lengths of piles required to be driven below cutoff elevation for the various locations in the work
and will furnish the Contractor a quantities list indicating lengths and locations of all piles to be installed.[
These actual lengths will be determined from the results of the pile tests specified in paragraph "Pile Tests."][
The Contracting Officer will determine the number of overlength piles required to provide for variations in subsurface
conditions.] Where required bearing capacities are attainable with piles of lesser length than those specified,
shorter piles may be used subject to prior written approval.
3.2.2 Pile Driving Records
NOTE: Select first sentence if specifier forms are not used, and delete second
bracketed option.
[Develop a form for compiling pile driving records, which must be approved,][Use the preprinted forms attached
at the end of this section] for recording pile driving data.
Compile and submit accurate records of the pile driving operations on the approved form in accordance with paragraph
"Submittals." Include in driving records for each pile date driven, pile identification number, cross section
shape and pile dimensions, location, deviations from design location, original length, ground elevation, top
elevation, tip elevation, [batter alignment,] description of hammer used, number of blows required for each 300
mm foot of penetration throughout the entire length of the pile and for each 25 mm inch of penetration in the
last 300 mm foot of penetration, total driving time in minutes and seconds, and any other pertinent information
as required or requested such as unusual driving conditions, interruptions or delays during driving, damage to
pile resulting from driving, heave in adjacent piles, redriving, weaving, obstructions, jetting, predrilling,
and depth and description of voids formed adjacent to the pile.
Additional data required to be recorded for impact hammers includes the rate of hammer operation, make, size,
and the length of the bounce hose. Additional data required to be recorded for vibratory hammers includes hammer
power pack description, make, size, wattage horsepower applied to pile, and hammer operating frequency.
3.2.3 Pile Placement and Tolerances in Driving
Develop and submit a pile placement plan which shows the installation sequence and the methods proposed for controlling
the location and alignment of piles Complete all[ foundation preparation[ removal of unsuitable material and
densification of foundation fill] in the area prior to the placement of piles for driving.] Accurately place
piles in the correct location and alignments, both laterally and longitudinally, and to the vertical [or batter]
lines indicated. Establish a permanent base line to provide for inspection of pile placement by the Contracting
Officer during pile driving operations prior to driving job piles and maintain during the installation of the
job piles.
A final lateral deviation from the correct location at the cutoff elevation of not more than [75][100] mm [3][4]
incheswill be permitted for vertical[ and battered] piles.[ Manipulation of piles will not be permitted.][
Manipulation to move piles into position will be permitted only within the aforementioned tolerance to return
the pile to the design location[, however, do not manipulate piles more than 1.5 percent of the exposed length
above the[ ground][ mudline] surface].] A variation of not more than 21 mm per meter 0.25 inch per foot of pile
length from the vertical for vertical piles nor more than 42 mm per meter 0.50 inch per foot of pile length from
the required angle for batter piles will be permitted.[ In addition to complying with the tolerances stated
herein, the clear distance between the heads of piles and the edges of caps must be not less than 150 mm 6 inches
. With prior approval of the Contracting Officer, the Contractor may provide additional concrete and reinforcement
to maintain the required minimum clear distance. Redesign of pile caps or additional work required due to improper
location of piles is the responsibility of the Contractor.][ A final variation in rotation of the pile about
the center line of the web of not more than 7.5 degrees is permitted.][ A vertical deviation of not more than
[25] [50] mm [1] [2] inch from the correct cutoff elevations shown is permitted.] Inspect piles for heave.
Redrive heaved piles to the required tip elevation. Maintain the correct relative position of all piles by the
use of templates or by other approved means. Piles damaged or not located properly or exceeding the maximum
limits for rotation, lateral and vertical deviation, [and] [or] variation in alignment must be pulled and new
piles redriven, or provide additional piles, at a location directed at no additional cost to the Government.
3.2.3.1 Survey Data
After the driving of each pile group is complete and before superimposed concrete is placed, provide the Contracting
Officer with an as-driven survey showing actual location and top elevation of each pile. Do not proceed with
placing concrete until the Contracting Officer has reviewed the survey and verified the safe load for the pile
group driven. Present a survey in such form that it gives deviation from plan location in two perpendicular
directions and elevations of each pile to nearest 13 mm half inch. Survey must be prepared and certified by
a licensed land surveyor.
3.2.4 Pile Penetration Criteria
The controlling[ tip elevation][ depth of penetration][ driving resistance][ refusal blow count (number of blows
required to attain the final 25 mm inch of penetration)] for job piles will be determined by the Contracting
Officer.[ The required[ tip elevation][ depth of penetration][ driving resistance][ refusal blow count] will
be established subsequent to the analysis of pile tests as specified in paragraph "Pile Tests."][ Terminate
driving with a vibratory hammer when the rate of penetration is less than [_____] mm inch per minute.]
3.2.5 Pile Driving
Notify the Contracting Officer 30 days prior to the date pile driving is to begin. Do not drive piles within
30 m 100 feet of concrete less than 7 days old. Drive job[ and test] piles with hammers of the same model and
manufacturer, same energy and efficiency, and using the same driving system. Operate hammers at all times at
the speed and under the conditions recommended by the manufacturer.[ Where heave is anticipated, the sequence
of installation must be such that pile heave is minimized by starting pile driving at the center of the group
and proceeding outward[ and by driving vertical piles prior to driving battered piles where practicable.]] Prior
to driving and with the pile head seated in the hammer, check each pile to ensure that it has been aligned correctly
and that the orientation of the web about the centerline is as shown. Once pile driving has begun, keep conditions
such as alignment[ and batter] constant.[ Check and monitor the alignment of battered piles during driving with
an accurate batter board level[ and surveying instrument]]. Drive each pile continuously and without interruption
until the required[ tip elevation][ depth of penetration][ driving resistance][ refusal blow count] has been
attained. Deviation from this procedure will be permitted only when driving is stopped by causes that reasonably
could not have been anticipated. A pile that can not be driven to the required depth because of an obstruction,
as indicated by a sudden unexplained change in blow count and drifting, must be pulled and redriven or cut off
and abandoned, whichever is directed. After piles are driven, cutoff square as required at the indicated cutoff
elevation.[ Cap cutoff piles as shown.] Backfill any voids around piles or abandoned holes for pulled piles
with sand and compact to the same density as the surrounding soil. If, in driving, it is found that pile is
not of sufficient length to give the capacity specified, notify the Contracting Officer, who will determine the
procedure to be followed.
[3.2.5.1 Splicing Piles
[Splicing of piles is not permitted. ][A pile that has not reached the required refusal blow count when the
top has been driven to the cutoff elevation must be spliced as shown and driven to a sufficient depth to develop
the required refusal blow count. ][When approved, provide splices of the full penetration butt weld type [or
proprietary prefabricated splicer sleeves. ]Use only one splice per length of pile. Avoid field splices for
lengths under 24 m 80 feet. Construct splices to maintain the true alighment and position of the pile sections.
Splices must develop the full strength of the pile in both bearing and bending.]
3.2.5.2 Jetting
NOTE: Jetting is not generally be permitted when:
1. Piles are dependent on side friction in fine-grained, low-permeability soils
(high clay or silt content) where considerable time is required for the soil
to reconsolidate around the piles.
2. Piles are subject to significant uplift.
3. Piles are adjacent to existing structures.
4. Piles are in closely spaced clusters, unless the load capacity is confirmed
by test and unless jetting and spudding is completed before final driving of
any pile in the cluster.
[Jetting of piles is not be permitted. ][Use jetting to assist driving piles through strata that can not be
penetrated practicably by use of the hammer alone when authorized by the Contracting Officer. After the penetration
of the strata requiring jetting has been accomplished, discontinue jetting and resume driving with the hammer
alone. Seat jetted piles by driving not less than 300 mm 1 foot after jetting has been stopped. ][Use jetting
of piles in driving only when specifically authorized by the Contracting Officer. ][Discontinue jetting when
the pile tip is approximately 1.5 m 5 feet above the required pile tip elevation. Drive pile the final 1.5 m
5 feet of penetration. Jetting method and equipment must be approved by the Contracting Officer prior to commencing
jetting operation.]
]3.2.5.3 Predrilling
NOTE: Predrilling is not generally be permitted when:
1. Piles are dependent on side friction in fine-grained, low-permeability soils
(high clay or silt content) where considerable time is required for the soil
to reconsolidate around the piles.
2. Piles are subject to significant uplift.
3. Piles are adjacent to existing structures.
4. Piles are in closely spaced clusters, unless the load capacity is confirmed
by test and unless predrilling is completed before final driving of any pile
in the cluster.
Predrilling[ is permitted][ is not be permitted][ is provided].[ Discontinue predrilling when the pile tip is
approximately 1.5 m 5 feet above the required pile tip elevation. Drive pile the final 1.5 m 5 feet of penetration.
Predrilling equipment and method must be approved by the Contracting Officer prior to commencing predrilling
operation.]
3.2.5.4 Heaved Piles
When driving piles in clusters or under conditions of relatively close spacing, perform observations to detect
heave of adjacent piles. Backdrive heaved piles to original[ depth of penetration][ tip elevation][ refusal
blow count] without additional cost to the Government.
3.2.5.5 Pulled Piles
Pull and replace piles damaged or impaired for use during driving with new piles, or cut off and abandon and
drive new piles as directed without additional cost to the Government. The Contracting Officer may require that
any pile be pulled for inspection. Redrive piles pulled as directed and found to be in suitable condition at
another location as directed. Replace piles pulled as directed and found to be damaged with new piles at the
Contractor's expense.
3.2.5.6 Long Piles
Handle and drive piles of a high slenderness ratio carefully to prevent overstress. Provide pile driving rig
with rigid supports so that leads remain accurately aligned. Where a high degree of accuracy is required, erect
templates or guide frames at or close to the ground or water surface.
3.2.5.7 Welding
AWS D1.1/D1.1M.
[3.3 PILE TESTS
NOTE: This specification allows for two types of pile tests: pile driving tests
and pile load tests. Pile driving tests are used to determine the blow count
required to drive a pile to a given penetration or to refusal on a hard layer.
Pile driving tests may be performed with a pile driving analyzer attached to
piles to record the information listed below. Pile load tests are used to determine
pile capacity. The combination of pile driving tests and pile load tests gives
information on pile capacity versus refusal blow count. Pile driving analyzer
data may be used in some instances in place of pile load tests to reduce the
number of load tests required for a project.
Pile Tests - Perform [pile driving tests] [and] [pile load tests] as [specified and as shown] [or] [as directed].
The Contracting Officer will develop the correlation between [pile driving resistance] [pile length] and pile
capacity during the [pile driving tests] [and] [pile load tests] for the selected pile driving system.
Based on the correlations developed, the Contracting Officer will determine the [refusal blow count] [pile length]
for the job piles. Changes in the approved pile driving system during or after completion of tests will not
be allowed unless additional tests are performed as directed to establish the correlation between [driving resistance]
[length] and pile capacity for the proposed changed system. For changes in the approved pile driving system
proposed by the Contractor, perform required additional [pile driving tests] [and] [pile load tests] at the Contractor's
expense. No additional contract time will be allowed. [In accordance with paragraph "Submittals," develop and
submit a detailed pile load test plan which includes drawings as appropriate and contain the following information:
a. Method of reacting static test loads.
b. Method of supporting reference beams.
c. Method of attaching and supporting dial gages for measuring pile movements.
d. Method of applying static test load to piles.
e. Method of setup of secondary measurement system (surveyor's level, laser beam, etc.).
f. Details of strain rod fabrication and installation.
g. Details of loading frame and reaction systems design, including design computations and fabrication
details.
h. Calibration curves for the load cell and readout device.
[i. Details of inclinometer installation.]
Approval of the plan does not relieve the Contractor of the responsibility for structural and operational adequacies
of the testing system.]
][3.3.1 Test Piles
NOTE: Insert the number of test piles required. The number of test piles is
normally between 5 and 10 percent of the total number of piles required, dependent
upon the magnitude of the project. Test piles are furnished 1.5 m 5 feet longer
than job piles to allow additional penetration if driving conditions dictate.
Delete this paragraph if test piles are not required.
Provide [_____] test piles of the same size and type as specified for job piles. [Furnish test piles [1.5] [_____]
meter [5] [_____] feet longer than length specified for job piles and drive the additional depth, if directed.]
Provide test piles [of the indicated lengths and ] place at the [indicated] [or] [directed] locations. Drive
test piles with the same equipment specified in paragraph "Pile Driving Equipment" and in the same manner specified
in paragraph "Pile Driving" for job piles. Record the driving record data for each test pile driven as specified
in paragraph "Pile Driving Records." Provide and operate [a pile driving analyzer as specified by the manufacturer
during the driving of each test pile.] If approved after test completion, include properly located test piles
in the finished work. [Withdraw [_____] test piles after reaching the specified tip elevation to provide for
visual inspection of the pile.]
][3.3.2 Pile Driving Tests
Perform [____] pile driving tests. The Contracting Officer will be present during each pile driving test. Complete
all pile driving tests without interruption. Any pile driving test not accomplished in accordance with this
specification must be redone at no additional cost to the Government. [Pull each driving test pile within one
(1) [day] [week] after the completion of that pile driving test, document damages , and store at construction
site. Remove pulled test piles from the site when directed.]
]3.3.3 Dynamic Testing of Piles
NOTE: Specify dynamic testing during initial driving if its purpose is to monitor
drive system performance and driving stresses. If the purpose is to evaluate
pile capacity, specify restriking of piles and dynamic testing during restrike.
Restriking is best performed on test piles. Restrike driving may significantly
affect the Contractor's installation sequence; therefore, identify the locations
and piles to be restruck whenever possible.
[[Provide] [Employ] a specialty engineering firm to] perform dynamic testing of piles [and job piles] to determine
velocity of stress wave propagation, acceleration, monitor hammer and drive system performance, assess pile installation
stresses and integrity [, and to evaluate pile capacity]. Furnish personnel experienced in performing wave equation
analysis, dynamic testing, and interpretation of results to install and operate the testing equipment and to
interpret its results. Furnish equipment to obtain dynamic measurements, record, reduce and display its data
and meet the requirement of ASTM D 4945. The equipment must have been calibrated within 12 months thereafter
throughout the contract duration. Supply all power requirements for operating the equipment. Prior to commencing
pile driving, a perform and submitwave equation analysis in accordance with paragraph "Submittals."
3.3.3.1 Test Piles
NOTE: Delete the first bracket insert if testing is to be performed on all
test piles.
Perform dynamic testing on [_____] test piles as indicated. Perform testing during the full length of pile driving.
Restrike piles which are statically load tested within 48 hours after completion of static load test to correlate
static and dynamic test results. [Restrike piles installed as part of pile driving test after a minimum waiting
period of [_____] days.] Warm up the hammer prior to restriking. Restrike the pile for 50 blows or until the
pile penetrates an additional 75 mm 3 inches, whichever occurs first. In the event the pile movement is less
than one-quarter inch during restrike, the restrike may be terminated after 20 blows.
[3.3.3.2 Job Piles
Perform dynamic pile testing on [_____] job piles during the full length of initial driving [and during restrike
driving]. Tested piles must be as [indicated] [selected by the Contracting Officer over the duration of installation].
The Contracting Officer will direct testing of additional piles if the hammer or driving system is modified or
replaced.
]3.3.3.3 Reports
Prepare and submit a summary report of dynamic test results for test piles . Discuss in the report pile capacity
obtained from dynamic testing as it compares to static test results computed by the Government, and also include
velocity of stress wave propagation, acceleration, evaluation of hammer and driving system performance, driving
stress levels, and pile integrity. Perform [a CAPWAPC, or similar, analysis of the dynamic test data on data
obtained from the end of initial driving and the beginning of restrike for [_____] test piles as directed. Use
the analysis to predict pile capacity, establish resistance distribution, and predict quake and damping factors.]
Include refined wave equation analyses incorporating the results of dynamic testing and analysis. [For job piles,
prepare and submit a field summary report . The field summary report must minimally contain energy transferred
to the pile, calculated driving stresses, pile integrity and estimated pile capacity at the time of testing.]
Include in the report for the test piles [and the monthly report for job piles] the pile driving record as an
attachment and also address the items listed in paragraph "7.1.5 Dynamic Testing" of ASTM D 4945.
[3.3.4 Pile Load Tests
NOTE: Each ASTM pile load test specification listed offers a number of options
as to how the test is performed. Specify the required load testing option and
any modifications to include other desired requirements.
Insert the number of test piles to be load tested. The safe design capacity
of a test pile as determined from the results of load test shall be the lesser
of the two values computed according to the following:
1. One-half the test load which causes a settlement/movement of 0.25 mm per
907 kg 0.01 inch per ton of test load.
2. One-half the test load that causes a gross settlement/movement of 25 mm
one inch provided the load-settlement curve shows no sign of failure.
Perform load tests at locations shown, or as directed. Provide testing and measuring equipment, perform loading,
and provide observation facilities for personnel to inspect, record, and analyze settlement/movement and deflection
of piles under test loads. Do not mobilize load test equipment until directed by the Contracting Officer. Perform
pile load tests under the supervision of a registered professional engineer provided by the Contractor and experienced
in conducting pile load tests. Loading frames and equipment for pile load tests must be ready to be placed in
operation as soon as a load test pile has been driven. Provide loading equipment of sufficient capacity to apply
the maximum load specified in a safe manner. Start loading of each test pile when directed.
The Contractor is responsible for the application of loads. Accurately determine and control the magnitude of
applied loads using a calibrated load cell and readout device. The design working load, as confirmed by the
results of load tests, will be determined by the Contracting Officer. Load test piles indicated or directed
to be driven in permanent locations may be incorporated into the work if, after satisfactory completion of load
test, they are approved for inclusion in the work. Any pile load test not accomplished in accordance with this
specification will be rejected. A new pile load test must be conducted for each rejected pile load test. The
Contractor must compile a report for each pile load test including, as a minimum, all applicable information
required by the specified test.
][3.3.4.1 Compressive Load Test
Perform [_____] pile compressive load tests in accordance with ASTM D 1143/D 1143M [, as modified]. Apply a
compressive load of [_____] kN tons to each compressive load test pile.
][3.3.4.2 Tensile Load Test
Perform [_____] pile tensile load tests in accordance with ASTM D 3689[, as modified]. Apply a tensile load
of [_____] kN tons to each tensile load test pile.
][3.3.4.3 Lateral Load Test
Perform [_____] pile lateral load tests in accordance with ASTM D 3966[, as modified]. Perform lateral load
tests consisting of jacking two piles apart with a hydraulic jack, with one pile serving as the reaction pile
for the other. Apply a lateral load of [_____] kN tons to each pair of lateral load test piles. Take required
movement readings and record for each pile.
]3.3.5 Safe Design Capacity
Load test piles to twice the anticipated working load unless failure occurs first. The safe design capacity
of a load test as determined from the results of load tests is the lesser of the two values computed according
to the following:
a. One-half the load that causes a net settlement after rebound of not more than 0.029 mm per
kN 0.0l inch per ton of total test load.
b. One-half the load that causes a gross settlement of not more than 25 mm 1 inch provided
the load settlement curve shows no sign of failure.
3.4 SPECIAL INSPECTION AND TESTING FOR SEISMIC-RESISTING SYSTEMS
NOTE: Include this paragraph only when special inspection and testing for seismic-resisting
systems is required by paragraph 3.2 of FEMA 302, NEHRP RECOMMENDED PROVISIONS
FOR SEISMIC REGULATIONS FOR NEW BUILDINGS AND OTHER STRUCTURES.
This paragraph will be applicable to both new buildings designed according to
UFC 3-310-03A SEISMIC DESIGN FOR BUILDINGS, and to existing building seismic
rehabilitation designs done according to UFC 3-301-05A SEISMIC EVALUATION AND
REHABILITATION FOR BUILDINGS.
The designer must indicate on the drawings all locations and all features for
which special inspection and testing is required in accordance with Chapter
3 of FEMA 302. This includes indicating the locations of all structural components
and connections requiring inspection.
Add any additional requirements as necessary.
Perform special inspections and testing for seismic-resisting systems and components in accordance with Section
01 45 35 SPECIAL INSPECTION FOR SEISMIC-RESISTING SYSTEMS.