703PILES AND PILE DRIVING

- 465 - SECTION 703 -- PILES AND PILE DRIVING

703.01Description

all bearing and sheet piles. They shall be driven or placed in accordance with the requirements of these Specific ations at the locations, elevation, penetration, and bearing shown in the contract.

Before construction begins, the Contra ctor shall advise the Engineer in writing which type is to be furnished at each structure.

703.02Material Requirements

Table 703.01 Material Requirements Applicable Materials Section Reinforcing Steel ....................................................... 1020, 1023, 1024

in ASTM A 328/A 328M.

in the contract.

shall be as shown in the contract. Maximum slump for concrete used in cast- in-place piling shall be 6 inches (150 mm).

class of concrete, the Contractor shall ad vise the Engineer, in writing, of the class of concrete to be used 14 da ys before the date of beginning the concrete work.

written permission of the Engineer.

placed in accordance with the r equirements of Section 707.

Piles and Pile Driving

- 466 - (5) Pile shells for cast-in-place concrete bearing piles shall be metal shells of the type, size, and gauge indicated in the contract.

Engineer shall examine each shell throughout its entire length. If any shell is broken or otherwise defective, the C ontractor shall remove and replace the shell or abandon the defective shell and drive a new shell. The Engineer will choose the location of the new shell.

piers, or abutments shall be fully driven before any pile in that unit is filled with concrete.

concrete is placed.

requirements of Section 705.

vibrated only in the areas wh ich contain reinforcing steel.

off, and the top surface finished to a uniform, even texture.

accordance with the itemized list in the contract showing the number and lengths of all piles required.

the lengths given in order to suit the Contractor's method of operation.

ASTM A27 Grade 70-36. A list of approved manufacturers of prefabricated pile points are on the Department ’s Approved Products List.

be kept free from accumulations of di rt, oil, or other foreign matter.

trackways, or any other purpose than sh own in the contract, such use will be at his/her own risk and any damaged piles shall be rejected for use as material in the permanent structure.

703.03Construction Methods

equation analysis. (The wave equation is a computer program that analyzes the hammer-pile system.) The Contra ctor shall submit a completed data sheet for each hammer to be used, to the Engineer, at least 21 days before its use. The Engineer will notify the Cont ractor, within 10 days of the receipt .03

- 467 - of the hammer data, as to whether or not the hammer is acceptable. A typical Hammer Data sheet is shown in Figure 703.01.

system may not be able to drive the pile to minimum penetration without damage to the pile. In this case, the Contractor shall modify the hammer system and submit a new Hammer Data sheet to the Engineer. The new data will be analyzed to determine if t he modifications to the hammer system are adequate to allow the pile to be driven to minimum penetration without damage.

by the Engineer. The Contractor shall submit a new Hammer Data sheet if hammers are changed.

before driving the piles. After the piles are driven, all loose and displaced material shall be removed, leaving a smooth solid bed to serve as a concrete form.

fall of the ram on a single acting diesel hammer. If a saximeter is not available, the Contractor, when using a single-acting diesel hammer, shall be required to have a measuring rod rigidly fixed to the hammer which will indicate the ram stroke in feet (meters). The measuring rod shall be divided into 3 inch (75 mm) increments and shall be readable from the ground.

Department's use.

shall furnish an appropriate gauge and chart to measure the bounce chamber pressure and resulting hammer output. The gauge shall be readable from the ground.

hammer cushion.

head of the pile, the penetration measurements for the purpose of determining the final bearing values shall not be made until at least 10 blows are struck.

or driving head. This cap or driving head shall be of such design as to distribute the blow of the hammer thr oughout the cross section of the pile.

Piles and Pile Driving

- 468 - HAMMER DATA

Hammer

Hammer Cushion

Pile Cap

Pile Cushion (For Concrete Piles Only)

NOTE: Proposed pile cushion thickness and/or area may be modified by the engineer after wave equation analysis. Figure 703.01

Ram

Anvil

.03

- 469 - k. Full length piles shall be used where practical. Optional field splices will be allowed for steel "H" pili ng, pipe piling, and cast-in-place pile shells as follows:

than 40 feet (12.2 m) long and less than 80 feet (24.4 m) long. Two optional field splices will be allowed for piling over 80 feet (24.4 m) long and less than 120 feet (36.6 m) long. Three optional fi eld splices will be allowed for piling over 120 feet (36.6 m) long. The method of splicing shall be as shown in the contract.

will be allowed for use on steel "H" pili ng, pipe piling, and cast-in-place pile shells. The splices shall be attached and welded in place in accordance with the manufacturer's recommendations.

and the shortest side of the splice will be placed in the ground first.

follower pile will not be allowed.

accordance with the contract and the a pplicable requirements of Section 708 in the Standard Specifications. Welder qu alification certific ation is required and must be submitted to the Bridge F abrication Manager for approval prior to any welding. All field welding on steel piles shall be done in the SMAW process using electrode E7018.

steam, air, or diesel hammer developin g a manufacturer's rated energy such that when all known values are substituted in the applicable dynamic formula, "P" (bearing capacity in kips) shall be not less than 125% of the required design bearing when an "S" (penetration rate) of 0.05 inch (1 mm) per blow is assumed. In no case shall a power hammer have a ram weight of less than 2,000 pounds (900 kg) nor develop a manufacturer's rated energy of less than 8 Ft.-Tons (20 KJ).

gravity hammer for the first half of the pile’s penetration below ground provided that the bearing of the driven pile does not exceed one-third of the design bearing.

with a vibratory hammer for the first half of the driven length.

hammer, diesel hammer, vibrator y hammer, gravity hammer, or a combination of water or air jets and hammer.

Piles and Pile Driving

- 470 - (2) Steel sheet piles shall not be driven without the use of a closely fitting cap or driving head. This cap or driving head shall be of such design as to distribute the blow of the hammer throughout the cross section of the pile.

will apply:

used for driving shells for cast-in-place concrete , pipe piles, and steel bearing piles shall be as shown in Table 703.02. Table 703.02 Minimum Gravity Hammer Weight Design Bearing Capacity of Pile in Kips (kN) Gravity Hamme r Weight in Pounds (kg)

16 – 24 (70-105) .............................. 2, 000 (900) More than 24 – 30 (105- 135) ............................. 2, 500 (1100) More than 30 – 44 (135- 195) ............................. 2, 800 (1250) More than 44 – 56 ( (195- 250) ............................. 3, 000 (1350) More than 56 – 74 (250- 330) ............................. 3, 500 (1600) More than 74 – 100 (330 -445) ........................... 4, 000 (1800)

concrete bearing piles shall not be less than 30% of the weight of the pile and never less than 2,000 pounds (900 kg).

avoid damage to the piles.

leads shall be designed to afford free movement of the hammer and shall support the pile and hammer in proper pos ition during driving. The stroke of the hammer shall be accurately in line wi th the axis of the pile. Leads, pile, and hammer shall be held in proper vertical or battered alignment to place the piles within the tolerances allowed.

hammers if the results obtained meet all requirements of these Specifications.

guyed, braced, or fixed.

volume and pressure at the jet nozzles shall be sufficient to freely erode the material adjacent to the pile. Before the desired penetration is reached, the jets shall be withdrawn and the piles shall be driven with the hammer to secure the final penetration.

holes. .03

- 471 - (2) Augured hole length shall not exceed 30% of the below-ground length of the pile.

(50 mm) larger than the pile.

contract or to "practical refu sal", whichever occurs first.

contract. Piles that do not meet the following criteria shall be rejected.

(6mm per 300 mm) (2%) from vertical or the batter line indicated shall be allowed.

more than 3 inches (75 mm).

than 2 inches (50 mm).

more than 0.4 inch (10 mm).

properly replaced; or, with the permission of the Engineer, a second pile may be driven in place thereof.

replaced with new piles.

rise, the Contractor shall drive them back to their described elevations.

1 pile in each substructure (i.e., bent, abutment, or pier) at 5 foot (1.5 m) penetration intervals.

2 hours, the pile shall be driven at least 12 inches (300 mm) before the determination of the bearing value is made.

within 12 inches (300 mm) of cutoff, then the bearing capacity shall be taken in the last 10 blows just bef ore reaching cutoff elevation.

report when the pile was driven less than 12 inches (300 mm) or when less than 10 blows were averaged for the bearing capacity due to an unforeseen interruption.

determine the uniformity of bearing capacity between piling and is not intended to determine a setup factor.

Piles and Pile Driving

- 472 - (5) The head of the pile shall not have any broomed or crushed fibers.

the driving report.

the following formulas: Dynamic Formulas (English)

3.5WH W

P = S+0.35 x W+M For gravity hammers.

P = S+0.1 x W+M For steam hammers.

E W For driving steel, steel shell and

P = S+0.1 x W+M pipe piles with diesel hammers. 1.6 E P = S+0.1 For driving mandrel driven pile shells.

7.0E W For driving concrete bearing pile

P = S+0.1 x W+M with diesel hammers.

Where: P = the bearing capacity, in tons W = the weight of the ram, in tons M = the weight of the pile and driving cap, in tons S = the average penetration, in inches of the last 10 blows. H = the height of fall of the ram, in feet (less twice the height of bounce for gravity and steam hammers) E = the energy per blow in foot-tons For double-acting steam hammers, E = W x H. For diesel hammers, the value of E in foot-tons shall be in accordance with Manufactures recommendations. Unless permitted by the Department’s Geotechnical Section, all piles driven with hammers other than single-acting diesel hammers shall be tested with the Pile Driving Analyzer to verify capacity.

.03

- 473 - Dynamic Formulas (Metric)

2.9WH W

P = S+9.0 x W+M For gravity hammers. 290 E W P = S+2.5 x W+M For steam hammers. 250 E W For driving steel, steel shell, and P = S+2.5 x W+M pipe piles with diesel hammers 130 E P = S+2.5 For driving mandrel driven pile shells. 580 E W For driving concrete bearing pile P = S+2.5 x W+M with diesel hammers. Where: P = the bearing capacity, in kN. W = the mass of the ram, in kN. M = the mass of the pile and driving cap kN. S = the average penetration, in m illimeters of the last 10 blows. H = the height of fall of the ram, meters (less twice the height of bounce for gravity and steam hammers) E = the energy per blow in meter-kilogram. For double-acting steam hammers, E = W x H. For diesel hammers, the value of E in kilojoules shall be in accordance with Manufactures recommendations. Unless permitted by the Department’s Geotechnical Section, all piles driven with hammers other than single-acting diesel hammers shall be tested with the Pile Driving Analyzer to verify capacity.

Dynamic Formulas (English) Diesel Hammers: P = 4.0 E S+0.5 For all piles driven from the top with a single-acting diesel hammers (English) Where: P = the bearing capacity, in kips S = the average penetration per blow, in inches of the last 10 blows E = the energy per blow in foot-kips (English) or meter-kilogram (Metric). For single-acti ng diesel hammers, E = W x H W = the weight of the ram, in kips H = the height of fall of the ram, in feet (less twice the height of bounce for gravity and steam hammers) Unless permitted by the Department’s Geotechnical Section, all piles driven with hammers other than single-acting diesel hammers shall be tested with the Pile Driving Analyzer to verify capacity.

energy shall be read from the bo unce chamber pressure gauge and computed from the bearing chart. The hammer energy used to compute pile bearing shall not exceed the manufacturer's energy rating.

required bearing capacity, the Engineer will temporarily suspend driving.

Piles and Pile Driving

- 474 - (1) The Engineer will reevaluate pile requirements and notify the Contractor of proposed revisions wi thin 2 NDOT work days from the time driving was suspended.

bearing computed by the formulas in this Section may not accurately represent the long-term bearing capacit y of the pile. In such cases, the Engineer will request data to ca lculate soil-setup factors.

(i.e., abutment and wings, grade beam, ben t, or pier), 2 representative piles shall be driven to within 2 feet (600 mm) of the cutoff elevation shown in the contract and the bearing shall be co mputed on the basis of the average penetration of the last 10 blows, this will be considered the bearing achieved at the End of Original Drive (EOD). T he piles will then be allowed to rest undisturbed for 36 hours. In the case of twin bridges, each shall be considered a separate bridge for the determination of soil setup factors.

warmed up on the first Pile. This pile shall be driven to cutoff elevation. The bearing of the first Pile is not relia ble if the hammer is not warmed up.

and the bearing computed on the basis of the average penetration of the first 10 blows. This pile shall be driven to cutoff and the bearing also computed on the basis of the averag e penetration of the last 10 blows required to bring the pile to cutoff elevation.

first 10 blows shall be reported to t he Engineer, and the Engineer will determine a setup factor. This factor may then be used to increase the computed bearing of the ot her piles in the group.

two computed bearing loads for the same pile. The computed bearing load determined for the first 10 blows after a piling that has rested undisturbed for a minimum of 36 hours is bearing achi eved at the Beginning of Restrike

the BOR divided by the EOD as determined in paragraph (2).

up determination with the Pile Driving Analyzer. The Engineer shall prepare the pile for dynamic testing, and the Contractor shall attach and detach the gauges.

contract. The Contractor shall give t he Engineer a 7 day notice as to when he/she proposes to drive each test pile. The Engineer will monitor each test pile with a Pile Driving Analyzer.

contract, the final order lengths will be based on results obtained from the test pile driving. .03

- 475 - c. The Department will provi de the Pile Driving Analyzer and gauges.

initial driving to determine a soil-setup factor. Restriking shall be subsidiary to the test pile. The restrike will be monitored with the Pile Driving Analyzer.

transducers to the pile before driving is started. The holes or anchors for the accelerometers and strain transducers will be predrilled by Department personnel while the pile is still on the ground.

speed determination after the first few blows.

near the ground surface or as directed by the Engineer, at which time the Contractor shall stop the hammer and re move the accelerometers and strain transducers.

or as directed by the Engineer.

Pile Driving Analyzer will normally range from 30 to 60 minutes.

become a load bearing pile.

within 3 NDOT work days after the test pile is driven.

hammer for each structure.

2.0 times the Design Pile Bearing.

When "practical refusal" is reached bef ore the pile has been driven to the specified minimum depth, the Engineer may require the Contractor to supplement the equipment with an adequate jetting system. By this means, the Contractor shall loosen the pile an d continue to drive to the specified depth.

is causing premature refusal for subsequent piling.

elevation shown in the contract. The ent ire order length may be driven if the pile top is not damaged.

specified.

shall be made at cutoff elevation ar ound the perimeter of the pile.

Piles and Pile Driving

- 476 - (ii) After the saw cut is completed, a chipping tool shall be used to expose the prestressing strands for burning.

concrete pile after cutting the prestressing strands.

have been broken or damaged.

Concrete Pile:

on concrete piles. When authorized, they shall be made as follows:

pile shall be cut away leaving the reinforcing bars exposed for 20 inches (500 mm).

of the pile.

bars, together with spiral reinforcing, shall then be fastened securely to the projecting steel and the necessary formwork placed. Formwork shall be built to prevent leakage along the pile.

original pile.

thoroughly wetted and covered with a thin coating of mortar (1 part cement and 2 parts fine aggregate for concrete).

during the progress of the work and subjec ted to the same curing conditions have attained a compressive strength of at least 2,000 psi (14 MPa).

The steel sleeve shall be fitted over t he top of the driven pile, and a length of the same type of piling shall be placed in the top section of the sleeve. The piling shall be seated together by short blows with the hammer before full driving forces are applied. The allo wable length of the extension will be determined by the Engineer.

the contract.

prefabricated point.

attaching welds, and the points shall be at tached to the pile by an 0.3 inch (8 mm) (minimum) single bevel groove weld across the full wi dth of the pile flanges.

stream shall be painted. .05

- 477 - b. Steel bearing piles, steel pile shells, pipe piles, and steel sheet piles shall be painted in accordance with the requirements of Section 709.

703.04Method of Measurement

(meter). The quantity shall be the authorized length of piles in the completed structure.

(square meter). The area is obtained by multiplying the length of the sheets driven by the manufacturer's nominal driving width of each sheet. The quantity paid will be the aut horized square feet (square meter) of sheet piling in the completed structure.

ordered by the Engineer or for piles subs idiary to other items of work (i.e., test piles).

shall be disposed of in a manner satisfactory to the Engineer.

703.05Basis of Payment 1. P a y I t e m P a y U n i t

T e s t P i l e _ _ _ _ _ E a c h ( e a ) Concrete _____ Piling Linear Foot (LF) [Meter (m)] Pipe Piling Linear Foot (LF) [Meter (m)] _____ inch x _____ lb Steel Piling Linear Foot (LF) [Meter (m)] Steel Sheet Piling Square Foot (SF) [Square Meter (m 2)] S t a t i c P i l e L o a d T e s t E a c h ( e a )

signed purchase orders for bearing and sheet piling, authorized “cutoff” of bearing and sheet piling shall be made at the invoice price per linear foot

pre-construction conference.

sheet piling are not furnished at the pre-construction conference, authorized “cutoff” of bearing and sheet piling sh all be made at 60% of the piling’s contract unit price.

suitable for use as spliced material for the same purpose on the project, the length of material subsequently driven as service piling shall be deducted

Piles and Pile Driving

- 478 - from the payment for cutoff. No piece of piling can q ualify for more than one measurement as pay cutoff.

bid price (2 times the unit bid price for Metric projects) for HP steel piling, pipe piling, and cast-in-place piling; and at 20 times the unit bid price (7 times the unit bid price for Metric projects) for driving and build-up splices for precast/prestressed concrete piling.

extensions needed to reach cutoff elevation, bearing capacity, and/or practical refusal.

factors ordered by the Engineer will be paid for at a rate of $750.00 each. Multiple soil-setup factors taken for any one group and within one hour of each other will be considered one soil- setup factor, and payment will be a total of $750.00.

of the Department's Pile Driving Analyzer shall be considered subsidiary to the piling.

must be driven deeper than the specif ied depth and no extension to the order length is necessary.

of the piling.

cutoff elevation and the actual elevation of the top of the pile in-place in the structure.

concrete piles, will be paid at the invoice price.

directly but shall be considered subsidiary to the piling.

performed at no additional cost to the Department.

pay item.

in-place concrete pile shells at no additional cost to the Department.

damaged at no additional cost to the Department.

and are not used.

- 479 - SECTION 704 -- CONCRETE CONSTRUCTION

704.01Description

handling, placing, curing, and finishing of concrete for bridges, box culverts, arch culverts, headwalls, concrete seals, retaining walls and steps, foundations, substructures, and miscella neous structures. All work shall be done in accordance with theseS pecifications and the contract.

structures for extension or reconstruction.

704.02Material Requirements

the special provisions.

one class of concrete, the Contractor sh all advise the Engineer of the class of concrete to be used before the date of beginning of concrete construction on any project. No change shall be made in the class of concrete during the progress of the work without the written permission of the Engineer.

Table 704.01 Material Requirements Applicable Materials Section Anchor Bolts ..................................................... .1057, 1058 Curing Ma terials ................................................ .1010, 1011, 1012 Deformed Metal Center Joints and Metal Ke yway ................................................... . 1027 Dowel Ba rs ....................................................... .1022 Galvanized Ha rdware ....................................... .1059 Joint Sealing Filler ............................................. .1014 Paint and Pain t Materials .................................. .1077 Portland Cement Concrete ............................... .1002 Preformed Jo int Filler ........................................ .1015 Reinforcing Steel ............................................... .1020, 1023, 1024 Epoxy Coated Rein forcing Steel ....................... .1021 Structural Steel ................................................. . 708

704.03Construction Methods

the contract. All concrete rails on bridges and approach slabs shall be cast- in-place. Slip-forming will not be permitted for concrete rails on bridges and approach slabs.

concrete is placed.

spread footings to depths greater t han those shown in the contract, the Engineer will redesign the structure' s outline and reinforcement and provide the Contractor the appropriate revised plans.