HICK-SPV-316229.ECIP_1.pdf

HICK-SPV-316229.ECIP 1.DOCX 316229-1

SECTION 316229 - DRILLED SHAFT FOUNDATIONS

PART 1 - GENERAL

1.01 SUMMARY:

A. Work under this Section consists of furnishing all labor, equipment, and materials necessary to install all drilled shafts for the project as indicated.

B. Contractor shall secure services of qualified Geotechnical Consultant to serve as Contractor's

Geotechnical Engineer.

B.C. Related Work Specified Elsewhere:

1. SECTION 312316 - EXCAVATION AND FILLING FOR STRUCTURES.

2. SECTION 031000 - CONCRETE FORMS.

3. SECTION 032000 - CONCRETE REINFORCEMENT.

4. SECTION 033000 - CONCRETE.

1.02 REFERENCES:

A. Applicable Standards:

1. American Concrete Institute (ACI):

a. 304.2R - Placing Concrete by Pumping Methods.

b. 309R - Guide for Consolidation of Concrete.

c. 336.1 - Specification for the Construction of Drilled Piers.

d. 336.3R - Design and Construction of Drilled Piers.

2. American Petroleum Institute (API):

a. 13A - Oil-Well Drilling-Fluid Materials.

1.03 EXPERIENCE QUALIFICATIONS:

A. A minimum of 5 years' experience in drilled shaft construction, including experience with similar subsurface materials, water conditions, shaft dimensions, and special techniques as required.

B. Submit a written description of equipment and techniques proposed for use on this Contract, and the name of three similar projects successfully completed in the last 5 years.

C. The experience statement of past work and description of equipment and techniques proposed for use shall be submitted at time of Bid and will be considered in the evaluation of bids.

D. Contractor's Geotechnical Engineer shall assign a Professional Engineer to supervise drilled shaft installation.

D.E. All other guidelines for submitting Subcontractor information shall be followed in accordance with that specified in "INSTRUCTIONS TO BIDDERS."

1.04 SUBMITTALS AND CONSTRUCTION RECORDS:

A. Submit as specified in DIVISION 01.

B. Submittals:

1. Proposed drilled shaft rig name, model number, maximum continuous torque rating

(ft-lb), maximum downward force ("crowd"), proposed earth and rock auger attachments, and proposed special techniques and equipment.

2. Proposed procedures for each anticipated method of construction: Dry and uncased, temporary casing, slurry, or other procedure including:

a. Sequence of excavation, concrete placement, rebar cage placement, and placement of embedded items such as anchor bolts.

b. Methods to prevent caving, if necessary.

c. Procedures for supporting rebar cage during concrete placement.

d. Procedures for supporting anchor bolts or other embedded items.

SECTION 316229 DRILLED SHAFT FOUNDATIONS: continued

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C. Construction Records:

1. Drilled Shafts: Submit at the completion of each day, drilled shaft drilling logs, similar to the form at the end of this Section which contain the following information, where applicable.

a. Identification number.

b. Shaft dimensions.

c. Ground surface elevation.

d. Bottom of concrete elevation.

e. Top of concrete elevation.

f. Description of soils encountered during drilling and the depths at which transitions occur.

g. Bearing stratum description.

h. Nature and location of obstructions.

i. Water conditions during drilling and concrete placement.

j. Log of test probe holes, if required, including diameter, depth, and materials encountered.

k. Amount of unclassified excavation.

l. Amount of rock excavation and length of rock socket, if required.

m. Method of construction: Dry and uncased, temporary casing, slurry, or other.

1.05 DEFINITIONS:

A. Bearing Stratum or Bearing Elevation: The formation(s) or layer(s) of soil or rock that support the shaft and loads imposed on it. Bearing elevation is the proposed depth of the base of each shaft, as noted on Drawings, accounting for minimum embedment and rock socket into competent rock.

B. Temporary Casing: Protective steel casing usually of cylindrical shape, lowered into the excavated hole to protect workmen and observers entering the shaft from collapse or cave-in of the sidewalls and for the purpose of excluding soil and water from the excavation during drilling and concrete placement. Corrugated thin wall casing shall not be used.

C. Coralline Sandstone/Coral Formation: Coralline sandstone are cemented, calcareous, poorly-graded sand deposits often deposited in the near-shore environment. Coral formation is generally consolidated deposits of undisturbed coralline and algal skeletons that have been cemented with secreted calcium compounds during the growth and expansion of the marine organisms. These deposits may range from loose to very dense/hard in consistency depending on the type of cemented coral and algal skeletons and the degree of cementation.

D. End Bearing Drilled Shaft: Drilled shaft that transmits loads to a layer of competent soil or rock that the drilled shaft tip bears.

E. Skin Friction Drilled Shaft: Drilled shaft that transmits loads by the friction or adhesion developed between shaft surface and the adjacent soil or rock. Pumping is conveyed by pressures through rigid pipe or flexible hose and discharged directly to bottom of shaft through slurry or under water. Pressure is applied by piston pumps, pneumatic compressed air, or squeeze pressure pumps in accordance with ACI 304.2R.

F. Shaft: Drilled shaft above bearing surface exclusive of bell, if any.

G. Slurry: Method of advancing drilled shaft hole where bentonite (sodium montmorillonite in accordance with API 13A) or anionic polymer is mixed with clean water or water within shaft to produce a slurry mixture capable of maintaining the stability of shaft walls and bottom in potentially caving and/or water-bearing soils. Slurry is also used to increase density of fluid within shaft to offset exterior hydrostatic pressure and to facilitate removal of coarser grained soils by mixing and incorporation into the slurry mixture.

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H. Pumping of Concrete: "Underwater‑Type Concrete" is conveyed by pressures through rigid pipe or flexible hose and discharged directly to bottom of shaft through slurry or under water. Pressure is applied by piston pumps, pneumatic compressed air, or squeeze pressure pumps in accordance with ACI 336.1.

I. Contractor’s Geotechnical Engineer: The Contractor’s Geotechnical Engineer shall be retained by the Contractor. The Geotechnical Representative is responsible for observation and recording of material verification, drilled shaft installation sequence and methods, and other quality control documentation. The field representative of the Contractor's Geotechnical

Engineer shall be of a graduate geotechnical engineer, graduate geologist, or geotechnical technician provided the technician has at least five years of relevant experience with the observation of drilled shaft installation.

J. Unclassified Excavation: All excavation for the production drilled shafts shall be designated as unclassified.

K. Obstruction: Obstructions shall be man-made materials, such as but not limited to old concrete foundations not indicated on Drawings.

PART 2 - PRODUCTS

2.01 CONCRETE:

A. As specified in SECTION 033000, except as follows:

1. Slump requirements for concrete placed in drilled shafts shall be based on the construction method used, as follows:

a. For dry excavations: 6 to 8 inches.

b. For wet excavations: 7 to 9 inches.

2.02 CONCRETE REINFORCEMENT:

A. As specified in SECTION 032000.

2.03 CONCRETE FORMS:

A. As specified in SECTION 031000.

2.04 SLURRY:

A. Slurry shall consist of a mineral or polymer and water to produce a slurry of sufficient density to maintain stability of the shaft walls and bottom, to facilitate removal of coarser grained soils from the excavation, and to allow proper concrete placement.

TABLE 1

Mineral Slurry in Fresh Water

Range of Values

Property

Time of

Slurry Introduction

In Hole at Time of Concreting

Test Method

Density (pcf) 64.3**-69.1** 64.3**-75.0** Density Balance

Viscosity (sec/qt) 28 - 45 28 - 45 Marsh Cone pH 8.0 - 11.0 8.0 - 11.0 pH paper pH meter

*At 20ºC.

**Increase by two pounds per cubic foot in salt water.

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TABLE 2

Shore Pac GCV (CETCO Drilling Products Group) IN FRESH WATER

Slurry Introduction

Density (pcf) < 64.0** < 64.0** Density Balance

Viscosity (sec/qt) 33 - 74 28 - 45 Marsh Cone pH 8.0 - 11.0 8.0 - 11.0 pH paper pH meter

Notes:

a. When the Contractor does not need to control the bottom hole conditions or when tests show that other criteria are appropriate, the Engineer may modify the values.

b. When the contract requires desanding, the sand content shall not exceed 0.5% (by volume) in the bore hole as resolved by the American Petroleum Institute sand content test.

c. Submit changes for acceptance in writing by the Engineer.

d. Increases in the viscosity of polymer slurry beyond the above acceptable ranges during drilling may be allowed by the Engineer. However, increases in the viscosity of the polymer slurry beyond the above acceptable ranges during concrete placement will not be allowed. Use of other polymer materials that increase the cohesion of the soil material, or other construction methods to reduce the slurry viscosity just prior to concrete placement may be considered in lieu of increasing the viscosity of the slurry.

TABLE 3

SLURRYPRO CDP (KB Technologies Ltd.) IN FRESH WATER

Slurry Introduction

Density (pcf) < 67.0** < 64.0** Density Balance

Viscosity (sec/qt) 50 - 120 < 70 Marsh Cone pH 6.0 - 11.5 6.0 - 11.5 pH paper pH meter

Notes:

a. When the Contractor does not need to control the bottom hole conditions or when tests show that other criteria are appropriate, the Engineer may modify the values.

b. When the contract requires desanding, the sand content shall not exceed 0.5% (by volume) in the bore hole as resolved by the American Petroleum Institute sand content test.

c. Submit changes for acceptance in writing by the Engineer.

d. Increases in the viscosity of polymer slurry beyond the above acceptable ranges during drilling may be allowed by the Engineer. However, increases in the viscosity of the polymer slurry beyond the above acceptable ranges during concrete placement will not be allowed. Use of other polymer materials that increase the cohesion of the soil material, or other construction methods to reduce the slurry viscosity just prior to concrete placement may be considered in lieu of increasing the viscosity of the slurry.

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2.05 STEEL CASING:

A. Steel casing shall be of sufficient diameter and wall thickness to prevent collapse or cave-in of the excavation and to prevent soil and water from entering the excavation during drilling, field observation, and concrete placement.

2.06 DRILLING EQUIPMENT:

A. Excavate drilled shafts with approved equipment capable of drilling as a minimum the diameter and depth of foundation shown on the Drawings.

1. Rock excavation is anticipated during drilling of select foundations requiring embedment into the coralline sandstone/coral formation.

B. Provide hoisting equipment and boatswain's chair for downhole entry by personnel.

1. Recommended Procedures for the Entry of Drilled Shaft Foundation Excavations; 1st ed.;

1993.

2. Recommended Procedures for all Protection in Shaft Excavation Operations; 1st ed.;

1997.

PART 3 - EXECUTION

3.01 EXCAVATION:

A. All excavation for the production drilled shafts shall be designated as unclassified. The

Contractor shall anticipate the presence of hard coralline sandstone/coral formation within the planned excavation depths at select drilled shaft locations as indicated. The Contractor shall provide the necessary equipment to remove and dispose of materials met in forming the drilled shaft excavation, including installation of temporary casing and/or use of slurry, as necessary.

"The Resident Project Representative will not make separate payment for excavation of materials of different densities and character or employment of special tools and procedures necessary to excavate. The Resident Project Representative will pay for obstruction removal separately." Understood but language should change to reflect payment party...suggest take out and move to last section and take out Representative.

B. Remove obstructions at the drilled shaft locations when authorized by the Resident Project

RepresentativeContracting Officer. Obstructions shall be man-made materials, such as but not limited to old concrete foundations not shown on the Plans. The Contractor shall employ special procedures and/or tools after the Contractor cannot advance the hole using conventional augers fitted with soil or rock teeth, drilling buckets and/or underreaming tools. Such special procedures/tools may include: chisels, boulder breakers, core barrels, air tools, hand excavation, temporary casing, and increasing the hole diameter. Drilling tools and any other equipment, lost in excavation, are not considered obstructions. Remove the drilling tools and any other equipment promptly. The cost due to tools lost in the excavation shall be at no additional cost to the Owner including costs associated with hole degradation (requiring overreaming or other methods) due to removal operations or the time the hole remains open or any other remedial actions needed to be performed to correct the situation caused by the tool lost.

C. Locate drilled shaft as indicated within the following tolerances:

1. Centerline: Within 3 inches or 4.0% of shaft diameter, whichever is less, of location indicated.

2. Diameter: +3 inches, -1 inch.

3. Plumb: 1.0% of the length, 12.5% of shaft diameter, or 15 inches total, whichever is less.

4. Cutoff Elevation: +1 inch or -3 inches from cutoff elevation indicated.

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D. Deviations in excess of the preceding tolerances shall be corrected at Contractor's expense, including additional costs for engineering, redesign, and inspection.

E. Install drilled shafts in accordance with recommendations in ACI 336.1 and ACI 336.3R.

F. Provide temporary casing with a minimum outside diameter equal to the nominal diameter of the drilled shaft and a sufficient wall thickness to withstand the soil pressure on Site prior to start of excavation. Install:

1. Prior to personnel entering the excavation.

2. To control seepage.

3. To prevent collapse of the walls.

G. For foundations embedded into the coralline sandstone/coral formation, remove all material within the shaft to achieve sound competent rock both along the entire rock socket depth specified above and at the base bearing stratum. Blasting of rock shall not be permitted.

1. Take all precautions necessary to prevent blowouts and disturbance of the sides or bottom of the excavation. If required, maintain water in the shaft at all times at a height sufficient to produce a positive head in the shaft.

H. The majority of drilled shafts at select structure locations as indicated shall be embedded into coralline sandstone/coral formation.

I.H. If loose soil, a high water table, or other condition which causes the sides or bottom of the excavation to be unstable is encountered, advance the excavation through use of slurry, a temporary casing, or other approved method.

J.I. When slurry is used, maintain a positive head in the excavation at all times. Circulate the slurry with sufficient consistency and velocity to remove the dislodged materials from the hole. Materials encountered which are too heavy to be removed by the slurry, may be removed by other approved means.

1. Premix the polymer or mineral slurry thoroughly with clean fresh water in slurry tanks and adequate time (as prescribed by the manufacturer) allotted for dehydration before introducing the slurry by pumping into the shaft excavation.

2. The slurry tanks shall have capacity for adequate slurry circulation, storage, and treatment. Excavated slurry pits in lieu of slurry tanks will not be allowed without the written permission of the Engineer.

3. Use desanding equipment to control slurry sand content to less than 4% by volume in the borehole for mineral slurry and less than 0.5% by volume for polymer slurry. The

Engineer will not require desanding equipment for setting temporary casing, sign post, or lighting mast foundations.

4. Prevent the slurry from "setting up" in the shaft, such as agitation, circulation and/or adjusting the properties of the slurry.

5. Dispose of slurry in suitable areas off from the project site as directed by Resident Project

RepresentativeContracting Officer.

6. The Contractor shall have the representative from the manufacturer of the slurry product on site providing the technical support for the slurry preparation, placement, testing and other quality control. Carry out the control tests using suitable apparatus on the polymer or mineral slurry to resolve the density, viscosity, pH, and sand content. An acceptable range of values for those physical properties for mineral slurry is in Section 2.04 of these

Specifications. Acceptable ranges of values.

7. Test the density, viscosity, and pH value during the shafts excavation to establish a consistent working pattern. Make a minimum of four sets of tests during the first 8 hours of slurry use. When the results show consistent behavior, decrease the testing frequency to one set every four hours of slurry use.

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8. Before placing concrete in the shaft excavation, take slurry samples from the base of the shaft using a sampling tool. Extract slurry samples from the base of the shaft and at intervals not exceeding 10 feet up the shaft. Extract samples until two consecutive samples produce acceptable values for density, viscosity, pH, and sand content. Ensure that the bottom of the shaft does not accumulate heavily contaminated slurry suspension.

The heavily contaminated slurry suspension could impair the free flow of concrete.

When finding unacceptable slurry samples, take actions necessary to bring the mineral slurry as specified in the contract. Do not pour the concrete until re-sampling and testing results produce acceptable values. Furnish the reports of tests required above to the

Engineer on completion of each drilled shaft. An authorized person of the Contractor shall sign the reports.

9. During construction, maintain at the level of slurry not less than five feet above the highest piezometric water pressure along the depth of a shaft. When the slurry construction method fails, stop this method and propose an alternate method for acceptance by the Engineer.

10. The Contractor shall use and dispose of slurry in accordance with applicable Federal, State, and County requirements.

K.J. Carry excavation to the indicated elevation at which time Resident Project

Representativerepresentative of Contractor's Geotechnical Engineer will field observe the excavation and determine whether the excavation has reached the required bearing layer.

L.K. Cleanout and remove all loose material and spoil from sides and bottom of the shaft prior to placing concrete. In no case should the volume of such material exceed that which would be required to cover 5% of the area to a depth of 2 inches. Clean sides of rock socket, if required, of any loose material to provide full bond between concrete and rock.

M.L. Downhole field observation by Resident Project Representativerepresentative of Contractor's

Geotechnical Engineer will may be performed in dry holes to inspect cleanout and examine and test bearing materials. The frequency of downhole field observation may be determined and adjusted by Resident Project Representativerepresentative of Contractor's Geotechnical

Engineer.

1. Provide sufficient time for field observation of each shaft.

2. Provide all necessary personnel and equipment to permit entry for field observation.

3. Provide reasonable notice prior to time excavation will be ready for field observation.

4. Assist Resident Project Representativerepresentative of Contractor's Geotechnical

Engineer in performing field observation as required, including lowering and raising personnel from surface, using appropriate equipment.

N.M. Remove from sides and bottom of drilled shafts, loose material and free water to the degree determined by Resident Project Representativerepresentative of Contractor's Geotechnical

Engineer. Excavate shaft bottom to a level plane.

O.N. Drilled shafts which are overexcavated without Resident Project Representative'srepresentative of Contractor's Geotechnical Engineer's approval shall have the overexcavation filled with unreinforced concrete, provided shafts do not require reinforcing steel for lateral or uplift loadings at depth, at Contractor's expense. If loads on shaft require reinforcing steel, provide steel with adequate lap splice at Contractor's expense.

P.O. Keep the ground surface for a minimum of 2 feet from the edge of the excavation clean and level.

Q.P. Dispose of materials removed from the excavation as directed by the resident project representativeContracting Officer.

R.Q. Backfilling:

1. Backfilling is not anticipated for drilled shaft foundations.

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2. Refill any overexcavation resulting to soils in the lateral direction from drilled shaft at the ground surface in 6-inch lifts and compact as specified in SECTION 312316.

3.02 CONCRETE FORMWORK:

A. As specified in SECTION 031000.

B. Form the drilled shaft with round forms with an inside diameter equal to the drilled shaft's nominal diameter and of sufficient strength to restrain the concrete without deformation or settlement.

C. Construct forms to be removable without marring concrete surface.

D. Surface of forms shall provide smooth, dense, plane surface to finished concrete where exposed to view.

E. Contractor shall be responsible for structural adequacy of formwork.

F. Do not remove forms and supports until at least 24 hours after completion of concrete placement (this period is a cumulative number of hours, not necessarily consecutive, during which the temperature of the concrete surface is above 50ºF), unless otherwise permitted by

Engineer.

3.03 CONCRETE STEEL REINFORCEMENT:

A. As specified in SECTION 032000.

B. Welding on concrete steel reinforcement is not permissible.

C. Splice concrete steel reinforcement only as indicated or as approved by Engineer.

D. Support or tie off the rebar cage to prevent downward movement.

E. Provide spacers to maintain appropriate clearance from the side walls or casing and shaft bottom.

3.04 CONCRETE PLACEMENT:

A. Wet forms with clear, potable water prior to placing concrete.

B. Prior to placement of concrete, center reinforcing cages in the drilled shaft excavation and suspend or tie them off in an approved manner to cutoff elevation.

C. Place concrete immediately after final inspection and approval by Resident Project

Representativerepresentative of Contractor's Geotechnical Engineer. Pumping of concrete shall be used to place concrete into the shaft excavation.

D. Concrete not placed within 90 minutes from batch time shall be rejected.

E. Fill entire volume of drilled shaft with concrete to the cutoff elevation in one continuous operation. Cold joints and construction joints are not permitted unless otherwise indicated on the Contract Drawings. Complete concreting within the same 8-hour working day in which drilled shaft is excavated or as otherwise permitted by Engineer.

F. Dewater excavation, where practicable, before placing concrete. Hold the water level in the bottom of the excavation prior to concreting at a nominal depth not to exceed 2 inches.

G. Place concrete in a manner that will not cause segregation of the particles or permit infiltration of water or any other occurrence which would tend to decrease the strength of the concrete or the capacity of the finished drilled shaft.

H. For wet excavations, pumping of concrete should be as follows:

1. As recommended in ACI 304.2R.

2. Use a rigid pipe or flexible hose having a minimum diameter of 4 inches with watertight joints. Concrete placement shall not begin until the pump line discharge orifice is at the shaft "tip" elevation. Displace the slurry mud or water as the concrete is placed. Keep the end of the pipe or hose embedded in the concrete a minimum of 5 feet below the surface of the fluid concrete as the concrete is placed.

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3. Should the end of the pipe or hose be accidently pulled out of the concrete during the placement, discontinue the placing immediately and withdraw the pipe or hose to the surface. Reseal the pipe or hose at its bottom. Reinsert pipe in the shaft with the sealed end extending into the concrete to the level before the pullout. Placement may then be resumed.

4. Overpour the cutoff point shown on the Drawings. Dip out the excess concrete. Resident

Project RepresentativeRepresentative of Contractor's Geotechnical Engineer will then visually observe the concrete at the top of the pour. If any contamination of the concrete is observed, reinsert the pipe or hose a sufficient distance into the concrete and continue placing fresh concrete until the contaminated concrete has been replaced by uncontaminated concrete.

5. Draw off slurry displaced during concrete placement and remove from the Site.

I. Do not disturb the temporary casing until the concrete level in the casing is above the hydrostatic water level or level of slurry, whichever is higher. This is to ensure that no voids will occur in the shaft due to intrusion of soil or water as the temporary casing is being withdrawn.

J. Keep the temporary casing plumb and pull with a smooth, vertical motion, without jerks, to ensure, in Resident Project Representative'srepresentative of Contractor's Geotechnical

Engineer's opinion, that no voids will occur in the shaft due to intrusion of soil or water as the casing is being withdrawn. Coordinate the withdrawal of temporary casing, with concrete placement to maintain a load of concrete approximately 5 feet above the casing bottom.

K. Should soil, rock, or water enter the excavation and contaminate the concrete, remove the contaminated concrete before completing pour.

L. At Contractor's option, casing may be permanently left in place. Casing shall not be left in place within the bearing stratum (coralline sandstone/coral formation). Casings manufactured with fiber-based products shall not be permanently left in place. Pressure grout with lean grout as directed by Resident Project Representativerepresentative of Contractor's Geotechnical

Engineer to fill voids between permanent casing and the hole wall due to:

1. Use of casing with an outside diameter less than the actual diameter of the drilled shaft.

2. Caving or collapsed wall conditions during construction which result in voids between the permanent casing and hole wall.

M. Place concrete in accordance with applicable practices recommended by ACI.

N. Conveying:

1. Convey concrete from the mixer and deposit in place by methods which will prevent the segregation or loss of materials.

2. Equipment for chuting, pumping, and pneumatically conveying concrete shall be of such size and design as to provide a practically continuous flow of concrete at the delivery end.

3. Do not use aluminum conveying equipment.

O. Consolidation of Concrete:

1. Consolidate concrete in conformance with ACI 309R.

2. Characteristics and application of concrete vibrators shall be as set forth in Table 5.1.4 of

ACI 309R.

3. Provide an adequate number of vibrators of sufficient capacity to keep up with the maximum rate of concrete placement. Keep on hand adequate standby equipment in good operating condition.

4. Vibrate concrete within the top 5 feet, only after temporary casing has been pulled or when casing is permanent.

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5. Vibrate concrete until the concrete is thoroughly consolidated and the voids filled as evidenced by the level appearance of the concrete at the exposed surface and the embedment of the surface aggregate. Do not overvibrate to avoid segregation of concrete aggregate from the cement paste.

P. Monitoring of Concrete: Concrete volume during placement shall be performed to determine if any necking down or enlargement of shaft has occurred.

1. Submit a monitoring record the next day after concrete placement has been completed.

2. Monitoring record shall be approved by the Resident Project

Representativerepresentative of Contractor's Geotechnical Engineer before concrete placement has commenced.

Q. Additionally as specified in SECTION 033000.

3.05 MEASUREMENT AND PAYMENT:

A. Measurement:

1. Pay quantities for unclassified excavation shall be defined as linear foot of excavation along the shaft centerline from plan top of shaft elevation to the plan estimated tip elevation, measured to the nearest 0.1 foot.

2. Pay quantities for obstructions shall be measured per hour. Once the Resident Project

RepresentativeContracting Officer authorizes compensation for obstruction removal, duration of obstruction removal, including time required for obstruction disposal, will be measured for payment. Depth of obstruction removed will be subtracted from total depth measured for payment under other applicable drilled shaft excavation pay items. Drilling tools and any other equipment lost in excavation are not considered obstructions.

Remove the drilling tools and any other equipment promptly. The cost due to tools lost in the excavation shall be at no additional cost to the Contracting Officer, including costs associated with hole degradation.

3. Pay quantities for drilled shafts shall be defined as lineal foot measured from plan top of shaft elevation to the plan estimated tip elevation.

4. Pay quantities for standby time shall be measured in hours and be defined as the time when Contractor is ready and able to work, but is directed by Resident Project

RepresentativeContracting Officer or Owner not to do so. This will not include time

Contractor cannot perform work as a result of rain, snow, or other natural causes, or equipment breakdowns or repairs of which Resident Project Representative or

OwnerContracting Officer or Engineer has no control.

5. Overexcavation and backfill, if any, due to Contractor's negligence or at his option, will not be considered in pay length.

6. Include only the shafts meeting the requirements of these Specifications.

7. Do not include misplaced or rejected shafts that do not meet the specifications. In case more than one shaft is required to replace a rejected shaft, do not include the additional shaft or shafts beyond the one originally indicated.

B. Payment:

1. Unit Prices shown in the Agreement shall be for completed drilled shafts as indicated, specified, scheduled, and approved and shall include all drilling, excavation of materials, concrete placement, reinforcing steel, installation of anchor bolts, temporary casing, dewatering, safety equipment, and other items and activities necessary to complete the

Work.

2. Payment for mobilization will be made only once at the appropriate Contract Unit Price, and shall include the cost of delivery of all equipment, materials, supplies, accessories, and personnel to the Site along with demobilization of the same.

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3. Payment for unclassified excavation, rock excavation, concrete, reinforcing steel, and probe holes will be made for the actual quantities of each item as excavated, placed, or constructed at the Contract Unit Price and accepted by Resident Project Representative or

OwnerContracting Officer.

4. Payment for standby time will be made at the Contract Unit Price for each hour authorized in writing by Resident Project Representative or OwnerContracting Officer.

5. Payment shall be contingent upon receipt of properly completed Single Shaft Record

Reports, as specified.

C. All costs for technical assistance required of a manufacturer, including field representatives, shall be included in the mobilization Unit Price.

END OF SECTION 316229

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