505PILING

505

5-76SECTIO N 505 – PILING

505.0 1 DESCRIPTION . This work shall consist of furnishing and driving piles of the size and type specified, making field splices and performing pile load tests. 505.0 2 MATERIALS . Materials shall meet the requirements of the following subsections: Steel Piling ................................ ................................ ................................ ................. 730.01 Steel Sheet Piling ................................ ................................ ................................ .......730.02 505.0 3 FURNISHIN G PILING .

for a structure are for estimating purposes only, unless otherwise specified.

piece. Steel piling over 20 feet in length shall be furnished with not more than the number of splices specified in Table 505.05A .

shall be as shown on the Plans. 505.0 4 DRIVIN G PILING .

and it has been verified that they correspond to the heat or lot numbers marked on the piles. Piling other than sheet piling shall not be driven until the excavation has been made to the elevation shown for th e bottom of the footing. In embankment areas, the fill shall be completed to the bottom of the footing elevation prior to driving any piles. Any material forced up between the piles shall be removed at the Contractor’s expense to the correct elevation befo re concrete for the foundation is placed. Driving shall be done in a manner that will not damage or overstress the piles. All piling shall be driven to the required maximum ultimate axial pile capacity or nominal axial pile resistance and to the penetration depth as shown on the Plans. Under no condition shall the required maximum ultimate axial pile capacity or nominal axial pile resistance be less than that shown on the Plans except upon written approval of the Engineer.

505

5-77When the Contractor proposes to use a vibratory or sonic method for driving piling, the Engineer

reserves the right to require the Contractor to demonstrate that such methods are capable of driving the piles to the penetration and resistance shown on the Plans. Acceptance of this method shall be based on load tests on one or more piles driven by sonic or vibratory methods or verification of required maximum ultimate axial pile capacity or nominal axial pile resistance of one or more piles with an air, or diesel hammer. Verification of required maximum ultimate axial pile capacity or nominal axial pile resistance of sonic or vibratory driven piles shall be at the Contractor’s expense. Piling shall not be driven within 75 feet of any concrete footings or structures that have not cured for at least 72 hours or attained a compressive strength of 1,800 psi. The placing of concrete and the driving of piles shall be scheduled so that fresh concr ete and setting concrete will not be damaged by the pile driving. Piles pushed up by driving adjacent piles or by any other cause shall be re -driven to the required maximum ultimate axial pile capacity or nominal axial pile resistance and to the required penetration depth as shown on the Plans. Any pile damaged during installation, driven out of its proper location, or driven below the elevation shown on the Plans or by the Engineer, shall be corrected at the Contractor’s expense by one of the following met hods approved by the Engineer:

not be allowed for a substructure unit containing only a single row of piles.

specified batter. The Engineer may require that driving be stopped in order to check the pile for plumbness. Pulling or pushing laterally on piles to correct out -of-plumb errors, or splicing a section that meets the tolerances for plumb in this section on an out -of-plumb section will not be permitted. The tops of foundation piling after driving shall not vary from the position shown on the Plans by more than 6 inches and shall have a minimum of 6 inches of concrete encasement. The rotation about the vertical axis of the pile shall not vary by more than 5 ° from that shown on the Plans.

505

5-78The Contractor shall demonstrate how the tolerances will be met to the satisfaction of the Engineer

prior to driving. If the verticality, location, or rotation tolerances specified herein are exceeded, the extent of corre ctive measures will be evaluated by the Engineer. If, in the judgment of the Engineer, corrective measures are necessary, suitable measures shall be designed and constructed by the Contractor. The Contractor shall bear all costs, including delays, associated with the corrective action.

piles. When not driven as a permanent production pile, the test pile shall be driven near the substructure footing, at a location acceptable to the Engineer. When pile load tests are required, the Contractor shall provide the services of a geotechnical consulting firm for dynamic testing of the test piles. A dynamic load test pile may be used and paid for as a permanent production pile if it meets all of the following requir ements:

production pile (i.e. it is driven to the required maximum ultimate axial pile capacity or nominal axial pile resistance and to the required penetration dep th as shown on the Plans).

under test loading, is not damaged, and does not exceed maximum number of splices, etc.

These values shall be determined by dynamic loading tests, wave equation analysis, or a combination thereof, as follows:

Contractor’s geotechnical consultant and results will be used by the Engineer to verify that the required maximum ultimate axial pile cap acity or nominal axial pile resistance has been met.

505

5-79In addition to equipment and services to dynamically monitor the pile driving, the

Contractor’s geotechnical consultant shall perform wave equation analyses (WEAP) as necessary to determine the suitability of the pile driving equipment proposed by the Contractor and to determine the preliminary driving criteria for testing. The geotechnical consultant shall submit copies of the wave equation analysis a minimum of 14 calendar days prior to the beginning of any pile driving. Also, the geotechnical consultant shall perform a laboratory case pile wave analysis (CAPWAP) for each test pile to verify the field results. The geotechn ical consultant shall provide a preliminary and final written report including all data collected and the results of both the WEAP and CAPWAP for each test pile in accordance with the requirements of ASTM D4945 . The preliminary report shall be presented to the Engineer, when required, and the final report shall be submitted following completion of all load tests. The effective capacity of battered piles shall be reduced by multiplying by the factors specified in Table 505.04A . TABLE 505.04A – EFFECTIVE CAPACITY FACTORS FOR BATTERED PILES Batter Factor 1 to 12 0.99 2 to 12 0.97 3 to 12 0.95 4 to 12 0.92 As a guide, a pile may be considered driven to refusal when the driving resistance is 15 blows per 1 inch or 10 blows per 1/2 inch, but only when the hammer stroke is equal to or above the required stroke as specified in the wave equation analysis. This refusal value may be adjusted by the Engineer according to the results of the dynamic pile monitoring. The Contractor’s driving operations shall be monitored with a pile driving analyzer supplied and operated by the Contractor’s geotechnical consultant during the installation and re -striking of the test piles. Dynamic pile load tests shall be performed on the test pile prior to driving produ ction piles at any substructure. Production pile driving procedures may be adjusted based on the results from the pile driving analyzer.

505

5-80Dynamic monitoring shall be performed in accordance with the requirements of ASTM

D4945 with equipment capable of determining the maximum force, velocity, and transmitted energy as well as the ultimate static bearing capacity computed by the case method for each pile tested. Gauges shall be attached to the pile approximately 3 feet below the pile head and connected with a cable to recording instruments on the ground, away from the pile. The gauge system shall include two accelerometers, two strain transducers, and a junction box. Dynamic monitoring shall be performed with the assistance of th e Contractor, as specified in this subsection . The Contractor may be required by the Engineer to modify the test pile driving operation based on the results from the pile driving analyzer. The geotechnical consultant shall furnish the p ile driving analyzer and supplemental equipment specified in these specifications. All test piles shall be monitored using the pile driving analyzer. The Contractor shall make the test piles available for drilling and tapping holes prior to driving. The geotechnical consultant shall furnish equipment, materials, and labor necessary for drilling and tapping holes in the test piles for attaching the monitoring instruments. The Contractor shall provide the following support, items, and equipment:

and reasonable means of access to the pile head for attaching transducers. A platform having a minimum size of 4 feet × 4 feet shall be equipped so that it may be raised to t he top of the pile while the pile is located in the leads.

driving analyzer. If a field generator is used as the power source, it shall be equipped with functioning meters for monitoring voltage and frequency levels. Single -phase electricity, 10 amps , 120 volts AC, with a line frequency of 60 Hz shall be provided. Dynamic measurements shall be taken by the geotechnical consultant during full length driving of all test piles and during all re -striking of the test piles. The stresses in the piles sh all be monitored to ensure that the driving stresses do not exceed 90% of the yield stress of the pile. The Contractor shall reduce the energy transmitted to the pile by using cushions or reducing the energy of the hammer to maintain the above criteria.

505

5-81The Contractor shall assist in preparing the piles to be monitored with the necessary gauge

attachments on opposite sides of the pile. The gauges shall be attached by drilling and threading appropriately sized holes. The estimated time for performing the above tasks is approximately 30 minutes per section of pile driven. The geotechnical consultant shall do the drilling and tapping of holes in each section to be driven. The Contractor shall assist in

moving and giving access to the piles. All drilling and tapping of holes shall be done on

the ground.

After the gauge attachments are prepared and all gauges and cables are removed from the

pile segment, the Contractor shall lift and spot the pile according to normal procedures.

The pile shall be made available for the installation of gauges after placing the pile in the

leads. The Contractor shall then send one person up to the pile head to assist the

geotechnical consultant in attachment of the gauges. The time required to ascend, complete

the attachments, and then descend is estimated to be approximately one hour.

Pile driving during monitoring is typical of conventional driving. The cable from the

gauges hangs freely down along the pile and to the monitoring equipment. The

geotechnical consultant may temporarily stop the pile driving during the monitoring to

review the data or change gauges or other equipment. The Contractor shall assist and

cooperate with the geotechnical consultant as required during dynamic monitoring. Delays

to pile driving due to dynamic monitoring after pile driving has begun should not exceed

more than one hour per pile.

When the level of the gauges approaches the ground, the driving shall be halted to remove

the gauges from the pile. The time required for removal of gauges is estimated to be about

30 minutes. If additional driving is required, the Contractor shall complete the pile splice

and shall repeat the process of attaching gauges at the top of the next segment. The gauges

shall be attached prior to continuation of driving.

Re-striking of all test piles is required. The minimum time between the end of initial driving

and re-striking shall be 24 hours. Prior to re-striking the test piles, the dynamic testing

gauges shall be reattached to the pile and the pile hammer shall be warmed up by striking

at least 20 blows on another pile. Re-striking shall consist of either 2 inches of penetration

or 30 hammer blows, whichever occurs first.

required maximum ultimate axial pile capacity or nominal axial pile resistance based on

the Agency’s wave equation analysis.

505

be reinforced. Point reinforcement may be either a commercially fabricated weldment or a casting

designed to protect the end of the pile during driving or for seating the pile on bedrock. Point

reinforcement details shall conform to the Contract requirements and shall be approved by the

Engineer.

Requirements for commercially fabricated weldments are:

accordance with the requirements in Subsection 105.06.

same direction as the axis of the pile.

Pile flanges shall be welded to the outside faces of a pile point with a continuous bevel groove

weld. The depth of the groove weld shall be at least 50% of the pile flange thickness but in no case

less than 5/16 inch.

The minimum thickness of the cutting edge of the point shall be 1 inch or 150% of the flange

thickness of the pile, whichever is greater.

When the Contract requires the piles to be driven to point bearing on bedrock, the bedrock bearing

surface of the point shall have at least five cutting wedges, a minimum of one centered along the

strong axis of the web and one on each corner of the flanges.

505.05SPLICES

locations approved by the Engineer. The maximum allowable number of splices are shown in

Table 505.05A.

TABLE 505.05A – ALLOWABLE NUMBER OF SPLICES FOR STEEL PILING

Length (L) of Steel

Piling (feet)

Maximum Number

of Splices Allowed

20 < L ≤ 60 1

60 < L ≤ 120 3

120 < L ≤ 180 5

505

All piles to be spliced shall be cut square and even, and the flanges shall be beveled in accordance

with approved welding procedures. Webs shall be cut so that full bearing is obtained between the

two surfaces. The splice shall be made in such a manner that the spliced pile shall be straight and

true.

Welds shall be continuous and develop the full strength of the parts being welded.

When a substructure unit contains only a single row of piles, only one pile splice shall be allowed

in the top 20 feet of that substructure unit, measured from the bottom of the pile cap.

in writing by the Engineer.

505.06WELDING. Welding shall conform to the requirements of Subsection 506.10

505.07CUTTING OF PILING. Piling shall be cut to the elevations shown on the Plans or as ordered by

the Engineer. Cut-offs shall remain the property of the Contractor.

505.08METHOD OF MEASUREMENT. The quantities to be measured for payment will be measured

as follows:

accepted, and left in place, measured to the nearest linear foot.

If a test pile is driven within foundation limits and subsequently accepted as permanent

foundation piling, measurement for payment as Steel Piling will be made for the test pile.

If a test pile is driven outside of foundation limits, no measurement for payment as Steel

Piling will be made for the test pile

square feet of Permanent Steel Sheet Piling driven, accepted, and left in place after cut-off.

each load tested pile. Any necessary retests shall be at the Contractor’s expense.

505

505.09BASIS OF PAYMENT. The accepted quantities of piling will be paid for at the Contract unit

prices as follows:

foot.

at the Contract unit price per square foot.

Payment for the above specified items will be full compensation for furnishing, transporting, storing,

handling, and placing the material specified, including metal collars, metal shoes, reinforcing material for

ends of steel piling, reinforcing steel, splices, wales, and braces for steel sheet piling, and for furnishing

all labor, tools, equipment, and incidentals necessary to complete the work.

The accepted quantity of Dynamic Pile Loading Test will be paid for at the Contract unit price for each.

Payment will also be full compensation for providing, cooperating with, and assisting the geotechnical

consultant in the performance of dynamic testing, for providing dynamic testing equipment, and for re-

striking the test pile. Payment will be full compensation for cutting off the test pile at the elevation directed

by the Engineer, for preparing and submitting geotechnical reports, and for furnishing all labor, tools,

equipment, and incidentals necessary to complete the work.

Payment for furnishing and driving test piling driven outside of foundation limits will be included in the

unit price bid for Dynamic Pile Loading Test.

Payment will be made under:

Pay Item Pay Unit

505.1000 Steel Piling, HP 10 × 42............................................................................Linear Foot

505.1200 Steel Piling, HP 10 × 57............................................................................Linear Foot

505.1500 Steel Piling, HP 12 × 53............................................................................Linear Foot

50 Steel Piling, HP 12 × 63............................................................................Linear Foot

505.1600 Steel Piling, HP 12 × 74............................................................................Linear Foot

50 Steel Piling, HP 12 × 84............................................................................Linear Foot

505.1700 Steel Piling, HP 14 × 73............................................................................Linear Foot

505.1800 Steel Piling, HP 14 × 89............................................................................Linear Foot

505.1900 Steel Piling, HP 14 × 102..........................................................................Linear Foot

505.2000 Steel Piling, HP 14 × 117..........................................................................Linear Foot

505.3500 Permanent Steel Sheet Piling ....................................................................Square Foot

505.4500 Dynamic Pile Loading Test ......................................................................Each

506

5-85SECTIO N 506 – STRUCTURA L STEEL

506.0 1 DESCRIPTION . This work shall consist of furnishing, erecting, and , when specified, coating fabricated metal structures and structural components.

506.02MATERIALS . Materials shall meet the requirements of the following subsections:

Mortar, Type IV ................................ ................................ ................................ ......... 707.0 1(e) Powder Coating Systems ................................ ................................ ........................... 708.02 Structural Steel Coating Systems ................................ ................................ ............... 708.0 3 Grease Rustproofing Compound ................................ ................................ ................ 708.0 4 Structural Steel ................................ ................................ ................................ ........... 714.02 High -Strength Low -Alloy Structural Steel ................................ ................................ 714.03 Carbon Steel Bolts, Nuts , and Washers ................................ ................................ .....714.04 High -Strength Structural Bolts and Assemblies, 120 ksi ................................ ........... 714.05 High -Strength Structural Bolts and Assemblies, 150 ksi ................................ ........... 714.06 Anchor Bolts for Bearing Devices ................................ ................................ ............. 714.08 Welded Stud Shear Connectors ................................ ................................ ................. 714.10 Steel Tubing ................................ ................................ ................................ ............... 714.11 Direct Tension Indicators ................................ ................................ ........................... 714.12 Tension Control Assemblies ................................ ................................ ...................... 714.13 Galvanizing ................................ ................................ ................................ ................ 726.0 6 Metalizing ................................ ................................ ................................ .................. 726.0 7 Unless otherwise specified in the Contract, all steel shall be high -strength low -alloy structural steel conforming to the requirements of AASHTO M 270, Grade 345W (Grade 50W). All materials shall conform to the prescribed AASHTO or ASTM specifications and no substitutions will be allowed. 506.0 3 GENERA L FABRICATIO N REQUIREMENTS . Except as modified below, fabrication shall be performed in accordance with the applicable AASHTO design code, ANSI/AASHTO/AWS D1.5 (hereinafter designated as AWS D1.5 ), and interim specifications in effect on the date of Contract advertisement . Unless otherwise indicated in the Contract, the applicable AASHTO design code shall be the AASHTO LRFD Bridge Design Specifications .