31 63 16.pdf

P683 Parking Garage Facility eProject No. 1817922 NAS Jacksonville, FL

SECTION 31 63 16

AUGERED CAST-IN-PLACE PILES

11/20

PART 1 GENERAL

1.1 DESCRIPTION

Design, furnish, install and test augered cast in place piles at the locations indicated on the drawings and specified herein. Test piles that meet performance requirements can be incorporated into the permanent work.

1.2 REFERENCES

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 CONCRETE INSTITUTE (ACI)

ACI 211.1 (1991; R 2009) Standard Practice for Selecting Proportions for Normal, Heavyweight and Mass Concrete

ACI 315 (2018) Guide to Presenting Reinforcing Steel Design Details

ACI 318 (2019; R 2022) Building Code Requirements for Structural Concrete (ACI 318-19) and Commentary (ACI 318R-19)

ASTM INTERNATIONAL (ASTM)

ASTM A615/A615M (2022) Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

ASTM A1064/A1064M (2024) Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete

ASTM C31/C31M (2024b) Standard Practice for Making and Curing Concrete Test Specimens in the Field

ASTM C33/C33M (2023) Standard Specification for Concrete Aggregates

ASTM C39/C39M (2024) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C109/C109M (2023) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)

ASTM C150/C150M (2022) Standard Specification for Portland

SECTION 31 63 16 Page 1

Cement

ASTM C494/C494M (2019; E 2022) Standard Specification for Chemical Admixtures for Concrete

ASTM C618 (2023; E 2023) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C937 (2023) Grout Fluidifier for Preplaced-Aggregate Concrete

ASTM C939/C939M (2022) Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method)

ASTM C942/C942M (2021) Standard Test Method for Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory

ASTM C1077 (2024) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1611/C1611M (2021) Standard Test Method for Slump Flow of Self-Consolidating Concrete

ASTM D942 (2019) Standard Test Method for Oxidation Stability of Lubricating Greases by the Oxygen Pressure Vessel Method

ASTM D1143/D1143M (2007; R 2013) Piles Under Static Axial Compressive Load

ASTM D3689 (2007; E 2013; R 2013) Standard Test Methods for Deep Foundations Under Static Axial Tensile Load

ASTM D6760 (2016) Standard Test Method for Integrity Testing of Concrete Deep Foundations by Ultrasonic Crosshole Testing

ASTM E329 (2023) Standard Specification for Agencies Engaged in Construction Inspection, Testing, or Special Inspection

ASTM E548 (1994; E 1995) Standard Guide for General Criteria Used for Evaluating Laboratory Competence

U.S. DEPARTMENT OF DEFENSE (DOD)

UFC 3-220-01 (2012; with Change 1, 2021) Geotechnical Engineering

SECTION 31 63 16 Page 2

1.3 SUBSURFACE DATA

Subsurface soil data logs are included in geotechnical report for this project. Additional exploratory borings can be performed at no addittional cost to the government or results in project time extension. .

1.4 SYSTEM DESCRIPTION

Submit detail drawings to demonstrate compliance of augering, mixing, and pumping equipment, installation, and installed piles with contract documents. Include with the drawings erection details and reinforcement as specified. Augered cast-in-place piles are formed by the rotation of a continuous flight hollow-shaft auger into the ground to the tip elevation established by the requirements specified elsewhere in this section. Grout is then injected through the auger shaft as the auger is being withdrawn in such a way as to exert removing pressure on the withdrawing earth-filled auger as well as lateral pressure on the soil surrounding the grout-filled pile hole. Submit evidence to the Contracting Officer that the Contractor has been engaged in the successful installation of auger cast grout piles for at least 5 years.

1.4.1 Equipment

The minimum inside diameter of the hollow shaft of the augerflight must be 1-1/4 inches. Provide grout injection equipment with a grout pressure gauge in clear view of the equipment operator. Rate of grout injection and rate of auger withdrawal from the soil must be so coordinated as to maintain at all times a positive pressure on this gauge which will, in turn, indicate the existence of a "removing pressure" on the bottom of the augerflight. Magnitude of this pressure and performance of other augering and grouting procedures, such as rate of augering, rate of grout injection, and control of grout return around the augerflight, are dependent on soil conditions and equipment capability and must be at the option of the Contractor, subject to review by the Contracting Officer. The auger hoisting equipment must be capable of withdrawing the auger smoothly and at a constant rate.

1.4.2 Grout Pump

Provide a positive displacement grout pump of an approved design capable of providing a positive displacement pressure not less than 350 psi. The pump discharge capacity must be calibrated at the beginning of the work to determine the volume of grout pumped per stroke in strokes per cubic foot or revolutions per cubic foot by a method approved by the Contracting Officer. The pump must be periodically recalibrated when deemed necessary by the Contracting Officer or the Contractor's Geotechnical Engineer during the project. Remove oil or other rust inhibitors from mixing drums and pressure grout pumps prior to mixing and pumping.

1.5 BASIS OF BID

1.5.1 Production Pile Acceptance Criteria

Safe design capacity for piles is 200 kips. Install piles to a minimum depth of 65 feet below cut-off elevation, and to such additional depth as required to obtain a bearing capacity and safe uplift capacity of not less than 100 kips. The Contractor's Geotechnical Consultant will determine the terminal installation criteria based on results of the static load tests .

SECTION 31 63 16 Page 3

1.5.2 Lump Sum Payment

Base bids upon providing the number, size, capacity, and length of piles as indicated on the drawings.

Include the cost of all necessary equipment, tools, material, labor, and supervision required to: install, cut-off, dispose of any spoils, and meet the applicable contract requirements. Include mobilization, and redrilling damaged and heaved piles. If, in redrilling, it is found that any pile is not of sufficient length to provide the capacity specified, notify the Contracting Officer, who reserves the right to increase or decrease the total length of piles to be installed by changing the pile locations or elevations, requiring the installation of additional piles, or directing the omission of piles from the requirements shown and specified. If total number of piles or number of each length vary from that specified as the basis for bidding, an adjustment in the contract price or time for completion, or both, will be made in accordance with the contract documents. Payment for piles will be based on successfully installing piles to both the minimum tip elevation and satisfying the acceptance criteria identified herein. No additional payment will be made for:

damaged, rejected, or misplaced piles; redrilled piles; any portion of a pile remaining above the cut-off elevation; build-ups; any cut-off length of piles; or other excesses beyond the assumed pile length indicated for which the Contractor is responsible. Include payments for vibration monitoring, sound monitoring and precondition construction surveys.

1.6 SUBMITTALS

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are for Contractor Quality Control approval. Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

Installation Procedures; G

Contractor's Geotechnical Consultant Documentation; G

Load Tests Procedures; G

Grout Mix Design; G

Field Quality Control Procedures; G

SD-02 Shop Drawings

Augered Cast-in-Place Piles; G

Load Tests; G

SD-03 Product Data

Test Piles; G

Grout Pump

Materials

Grout Specimens for Laboratory Tests

SECTION 31 63 16 Page 4

Grout Specimens for Contractor Tests

Casings

SD-06 Test Reports

Test Piles

Load Tests

Flow Cone Test

SD-07 Certificates

Augered Cast-in-Place Piles

SD-11 Closeout Submittals

Pile Records

1.7 DAMAGED PILES

Piles which are damaged during installation to the extent they are rendered unsuitable for the work, in the opinion of the Contracting Officer, will be rejected, or may be re-drilled, if approved, at no cost to the Government.

Any pile damaged by reason of improper installation must be corrected by one of the following methods approved by the Contracting Officer for the pile in question:

a. The pile is re-drilled and re-grouted, if practicable, and, if necessary, drilled deeper.

b. One or more replacement piles are installed adjacent to the defective pile.

c. Low strain integrity non-destructuve testing must be performed by the Contractor's Geotechnical Consultant to assess the structural integrity of the pile(s)in question.

A pile installed below the specified butt elevation must be corrected by one of the following methods approved by the Engineer:

a. A sufficient portion of the footing is extended down to properly embed the pile.

b. Build up the pile butt by the use of casings.

A pile installed out of its proper location or out of plumb as approved by the Engineer, must be corrected by one of the following methods approved by the engineer:

a. One or more replacement piles are installed next to the pile in question.

b. As directed by the structural engineer.

SECTION 31 63 16 Page 5

1.8 QUALITY CONTROL

1.8.1 Field Quality Control Procedures

Submit the field quality control procedures. Provide instructions and procedures on how the Contractor will assist the Government in the processes of Pile Load Testing,, Inspection and Monitoring of piles during installation and testing.

1.8.2 Installation Procedures

Submit information on the type of equipment proposed to be used, proposed methods of operation, pile installation plan including proposed sequence of installation, and details of all pile installation equipment and accessories.

1.8.3 Contractor's Geotechnical Consultant Documentation

Hire the services of an independent, Registered Professional Geotechnical Engineer, experienced in soil mechanics and augered cast in place pile installation, to observe test pile installation and production pile installation as specified herein. The Contractor's Geotechnical Consultant must be independent of the Contractor and must have no employee or employer relationship which could constitute a conflict of interest.

1.8.4 Grout Mix Design

Certify, using a Government-approved independent commercial testing laboratory, that proportioning of mix is in accordance with ACI 211.1 or ACI 318 for specified strength and is based on aggregate data which has been determined by laboratory tests during last twelve months. Submit a complete list of materials including type; brand; source and amount of cement, fly ash, pozzolan, ground slag, and admixtures; and applicable reference specifications. Submit additional data regarding fine aggregates if the source of aggregate changes. Submittal must clearly indicate where each mix design will be used when more than one mix design is submitted.

1.8.5 Load Test Supporting Data

Submit Jack calibration records, a testing arrangement description and diagram, and the proposed loading sequence.

1.8.6 Silica Fume Manufacturer's Representative

Provide statement that the manufacturer's representative will be present at plant to ensure proper mix, including high range water reducer (HRWR), and batching methods.

PART 2 PRODUCTS

2.1 MATERIALS

2.1.1 Grout

Provide grout consisting of a mixture of portland cement, a pozzolanic material when approved, fluidifier, sand, and water proportioned and mixed to produce a grout capable of being pumped with an ultimate compressive strength of 5000 psi at 28 days. Consistency must not be less than 21 seconds when tested in accordance with paragraph FLOW CONE TEST. Other

SECTION 31 63 16 Page 6 admixtures must not be used.

2.1.1.1 Portland Cement

Portland cement must conform to ASTM C150/C150M.

2.1.1.2 Pozzolan

Pozzolan must be a fly ash or other approved pozzolanic material conforming to ASTM C618, Class C or F.

2.1.1.3 Grout Fluidifier

Grout fluidifier must conform to ASTM C937, except that expansion must not exceed 4 percent. The fluidifier must be a compound possessing characteristics which will increase the flowability of the mixture, assist in the dispersal of cement grains, and neutralize the setting shrinkage of the high-strength cement mortar.

2.1.1.4 Chemical Admixtures

Chemical Admixtures must conform to ASTM C494/C494M and must consist of, but not be limited to, water reducers and/or set retarders.

2.1.1.5 Water

Water must be fresh, clean, and free from sewage, oil, acid, alkali, salts, organic matter, or other substances deleterious to grout or steel.

2.1.1.6 Fine Aggregate

Fine aggregate must meet the requirements of ASTM C33/C33M. The sand must consist of hard, dense, durable, uncoated rock particles and be free from injurious amounts of silt, loam, lumps, soft or flaky particles, shale, alkali, organic matter, mica, and other deleterious substances. If washed, a washing method must be used that will not remove desirable fines, and the sand must subsequently be permitted to drain until the residual-free moisture is reasonably uniform and stable. The sand must be well-graded from fine to coarse, with fineness modulus between 1.30 and 3.40. The fineness modulus is defined as the total divided by 100 of the cumulative percentages retained on U.S. Standard Sieve Numbers 16, 30, 50, and 100.

2.1.1.7 Aggregate

Aggregate must meet the requirements of ASTM C33/C33M, for fine aggregate, except as to grading. The sand must consist of hard, dense, durable, uncoated rock fragments and must be free from injurious amounts of silt, lumps, loam, soft, or flaky particles, shale, alkali, organic matter, mica, and other deleterious substances. If washed, the method must not remove other desirable fines, and the sand must be permitted to drain until the residual free moisture is reasonably uniform and stable. Sand grading must be reasonably consistent and must conform to the following requirements as delivered to the grout mixer:

U.S. Standard Sieve Number

Cumulative Percent by Weight Passing

Cumulative Percent by Weight Retained

8 100 0

SECTION 31 63 16 Page 7

U.S. Standard Sieve Number

Cumulative Percent by Weight Passing

Cumulative Percent by Weight Retained

16 95-100 0-5

30 55-80 20-45

50 30-55 45-70

100 10-30 70-90

200 0-10 90-100

The sand must have a fineness modulus of not less than 1.30 nor more than

2.10. Sand grading shown above may be modified with the approval of the Contracting Officer. Mortar test specimens made with the modified sand must exhibit compressive strength equal to or greater than that exhibited by similar specimens made with sand meeting grading and other requirements shown above.

2.1.2 Reinforcement

Materials, assembly, and placement of reinforcement must conform to the requirements of Section 03 30 00 CAST-IN-PLACE CONCRETE .

2.1.3 Reinforcement

All Steel must conform to ASTM A1064/A1064M for spirals and ASTM A615/A615M for ties. Reinforcing bars must conform to the requirements of ASTM A615/A615M, Grade 60. Reinforcing steel assemblies must be detailed and fabricated in accordance with the latest manual of Standard Practice for Detailing Reinforced Concrete Structures ACI 315. Splicing details must be determined by the Designer and detailed on the plans. Single bars and cages should be equipped with a centralizer of acceptable size. More than one centering device must be used on long bars/cages. Centralizers must be spaced not greater than about 20 feet for vertical bars/cages, and about 10 feet for bars/cages installed in battered piles; actual spacing must be modified as necessary depending on the ground conditions or as directed by the Contracting Officer.

2.1.4 Casings

Submit a description of the materials to be used and the proposed methods of operations. Casings must be approved as soil warrants. Cylinder casings must be of sufficient strength and rigidity to withstand all installation stresses, to prevent distortion caused by placing adjacent piles, and to prevent collapse due to soil or hydrostatic pressure.

2.2 MATERIAL SUSTAINABILITY CRITERIA

For materials used, where applicable and to the extent allowed by performance criteria, provide and document the following in accordance with Section 01 33 29 SUSTAINABILITY REQUIREMENTS AND REPORTING:

a. Recycled content for fly ash and pozzolan

b. Recycled content for Ground Iron Blast-Furnace Slag

c. Recycled content for Silica Fume

SECTION 31 63 16 Page 8

d. Minimum 75 percent recycled content for steel used for stressed tendon reinforcing

PART 3 EXECUTION

3.1 GROUT VOLUME

The volume of grout per linear foot of pile must be not less than the theoretical volume of grout per foot of test piles. Volume of placed grout must at least 120 percent of theoretical volume for every 5 foot interval.

If less than required volume is placed for any given 5 foot interval, lower auger a minimum of 5 foot, or to bottom of pile if less than 5 foot.

Monitor pumped grout volumes using stroke counter or other means of accurately measuring the quantity of the grout placed. All volume measurements must be made and recorded by the Contractor's Geotechnical representative.

3.2 INSTALLATION

Install piles after rough grading at pile locations have been completed.

The ground surface at each pile location at the time of augering and grouting must be at least 12 inches higher than the required pile cutoff elevation, unless a steel casing will be used, and the augered hole must be completely filled with grout.

The grout must consist of Portland cement, fine aggregate, and water, and may also contain a mineral admixture and approved fluidifier. All materials must be fed to the mixer accurately measured by weight, except water that may be measured by volume. The order of placing the materials must be in accordance with the ASTM standards. Mineral admixtures, if used, must be flyash or natural pozzolan and must conform to ASTM C618, Class C or Class F. Chemical Admixtures supplied by the ready-mix producer must conform to ASTM C494/C494M and might consist of, but not be limited to, water reducers and/or set retarders. Grout fluidifier, when utilized, must conform to ASTM C937.

Time of mixing must not be less than 1 minute. Do not proceed with the installation of contract piles within any area of substantially different subsoil conditions until a satisfactory load test has been performed in that area.

3.2.1 Casings Placement

Casings "can" must be approved by the Contracting Officer and must be left in place and filled with grout. The casings must be rotated by the auger drive unit or weighted or jetted to the required depth. Casings should be of proper diameter and at least 18 inches in length to establish the pile cut-off level and to keep surface spoil from entering the grout column before it sets. After the casing is in place, the casing and hole must be cleared of water, sediment, and debris prior to pouring the grout.

3.2.2 Drilling Refusal

Except where auger withdrawal is required or directed by the Contracting Officer, each pile hole must be drilled and filled with grout in an uninterrupted operation. Drill each pile hole to the required tip elevation . Advance the auger at a continuous rate which prevents removal of excess soil. Stop rotation of auger after reaching the required pile

SECTION 31 63 16 Page 9 tip elevation or refusal. Auger refusal is defined as a rate of auger penetration of less than 3 inches per 5 minutes of drilling.

3.2.3 Grouting and Auger Removal

At the start of pumping grout, raise the auger from 6 to 12 inches and after grout pressure builds up, indicating discharge of grout, redrill auger to the required tip elevation, and fill pile hole with grout without interruption. When the auger is withdrawn to check the soil profile, it must be reinserted in the pile hole to the required tip elevation and the pile hole then filled with grout without interruption. Coordinate rate of grout injection and rate of auger removal from the soil in such a manner as to maintain a positive pressure on the grout pressure gauge. The gauge indicates the existence of a removing pressure on the bottom of the auger flight. If the auger jumps upward during withdrawal, or if the grouting process is interrupted, or if there is decreased grouting pressure, reinsert it to the original tip elevation and decrease the rate of withdrawal to prevent further jumping. The auger may rotate very slowly during withdrawal. However, counterclockwise rotation is not permitted.

3.2.4 Pile Butts

Unless a permanent steel casing is provided as specified in paragraph CASINGS, place a steel sleeve at top of pile to form the pile butt. For pile cutoff above ground surface, the steel sleeve must extend from the pile cutoff elevation to a point not less than one foot below the ground surface. For pile cutoff at or below ground surface, the steel sleeve must extend from the ground surface to a point not less than one foot below the pile cutoff elevation. Pump excess grout to displace as much potential laitance as possible. Lower pile butt to required cutoff elevation or to sound grout, whichever is lower.

3.2.5 Placement Tolerances

Locate piles where indicated. The maximum permissible variation of the center of each pile from the required location is 2 inches at the ground surface. No pile must be out of required axial alignment by more than 2 percent. Periodically check the required axial alignment of each pile during the drilling operation and after reaching required tip elevation with not less than 5 feet of the auger flight extending above ground surface. Abandon piles which are damaged, mislocated, or out of alignment beyond the maximum tolerance and provide additional piles where directed.

As-installed pile surveys must be performed after 35 percent, 65 percent, and 100 percent of the piles have been installed. The as-installed surveys must measure the actual location and top elevation of each acceptably installed pile. Measurements must be performed in such a manner as to provide the horizontal deviation from plan location in two perpendicular directions and the top of pile elevation to the nearest 1/2 inch. Provide each interim as-installed survey to the Contracting Officer within 3 days following the surveying work for each increment. The as-installed surveys must be submitted and approved prior to performing any pile cut-off work or beginning any pile cap/grade beam installation work.

3.2.6 Cutoff

Removal of pile butts above the indicated cutoff elevation may be accomplished by dipping the grout from the pile, while grout is fluid, but not less than one hour after installation. At the option of the

SECTION 31 63 16 Page 10

Contractor, and as approved prior to pile installation, grout may be allowed to harden at its initial top elevation and then carefully trimmed off to the indicated cutoff elevation with hand operated chipping guns.

3.2.7 Disposal of Excavated Material

Do not leave any piles partially completed overnight. Completely grout and protect piles at the termination of each day's operation. Dispose of excavated material, resulting from augering, off Government property .

3.3 FLOW CONE TEST

The quantity of water used must produce a grout having a consistency of not less than 21 seconds when tested with a flow cone in accordance with ASTM C939/C939M. For specified flow cone rates in the range of 10 to 25 seconds, the flow cone must be modified by removal of the 1/2 inch orifice allowing grout to pass through the 3/4 inch hole in bottom of cone. Water retentive grouts that demonstrate cohesive or thixotropic properties may be more accurately tested for workability with a standard slump cone using Slump Flow (commonly referred to as a "spread" test) as described in ASTM C1611/C1611M. The Slump Flow or "Spread" test employs the use of the standard concrete slump cone.

Conduct tests at the beginning of grout injection and at subsequent intervals to ensure specification requirements are met.

3.4 GROUT SPECIMENS

Conduct grout tests in accordance with ASTM C31/C31M, ASTM C39/C39M and ASTM D942. Prepare test specimens of grout by pouring grout into 2 inch cubes. Cure and test in accordance with ASTM C109/C109M. Cube specimens must be restrained from expansion as described in ASTM C942/C942M. Prepare test specimens of grout by pouring grout 6 inch by 12 inch cylinders, , .

Provide molds with a top cover plate so designed as to restrain grout expansion and to permit escape of air and water.

Not less than one set of cylinders must be collected for each 50 cy of grout placed, or at least one set for each day during which piles are placed. Test 2 cylinders at 7 days, 2 cylinders tested at 28 days, and 2 cylinders held in reserve. One set must consist of six cylinders.

Any set of cylinders of which one or more cylinders test at 10 percent or more below the required strength must be cause for rejection of the pile group.

3.5 DEPTH

For all test piles, the auger must be withdrawn after reaching the "calculated" tip elevation and before grout is pumped. The Contracting Officer will be present to check the soil conditions and will have the right to increase the test pile length if soil conditions warrant. In such cases, the Contracting Officer may require additional auger withdrawals after drilling to the lower tip elevation. Such additional auger withdrawals must be included in the total number of auger withdrawals made. The pile hole must not be filled with grout until the Contracting Officer has approved the final tip elevation.

3.5.1 Rejected Piles

Replace or redrill damaged piles during installation, piles with low grout

SECTION 31 63 16 Page 11 volume, piles that heave or drop, mislocated, or installed out of alignment beyond the maximum tolerance. Replace rejected piles with new piles installed as directed. Perform all work in connection with rejected piles at no additional cost to the Government.

3.6 SOIL PROFILE

At 12 pile holes, in addition to the test piles, the auger must be withdrawn from the ground before the grout is pumped to check the soil profiles. Drill soil probes within a radius of 20 feet of their associated test pile. The Contracting Officer will be present to verify the soil condition at the "calculated" pile tip elevation and has the right to increase the soil probe length or require additional soil probes, if soil conditions warrant. After soil conditions have been inspected and approved by the Contracting Officer, install test pile. Soil probes that are located within the tolerances indicated for piles must be filled with grout and may be used in the finished work, if approved by the Contracting Officer and if satisfactorily load tested.

3.7 PROTECTION OF PILES

The sequence of pile installation must be such that adjacent piles show no evidence of disturbance. This evidence would actually appear as a drop in the grout surface. The load applied to the soil by the drilling equipment must be far enough away from the pile being drilled to avoid compressing or shearing of the soil which may in turn displace or squeeze-off the grout column. No piles must be placed within 5 feetof adjacent piles until the grout in the piles has set for 24 hours, unless otherwise directed by the Contracting Officer.

When large pile clusters or piles are installed with very close spacing, take periodic elevations on the tops of all piles to observe and determine pile heave or drop. Pile heave or drop must not exceed 1/2 inch.

3.8 PILE RECORDS

Keep complete and accurate records of all augered cast in place piles.

Indicate the pile location, diameter, length, elevation of tip and top of pile, quantity of grout material actually pumped in each pile hole, and the rated load capacity of the pile. Determine grout quantity by recording grout pump displacement and by automated monitoring equipment equipped with a display and recording unit, depth sensor, magnetic flow meter, rotary head pressure sensor, rotation sensor and pressure sensor. The automated monitoring equipment must not replace recording of the grout pump displacement manually. Record and report immediately any unusual conditions encountered during pile installation. Submit specified records upon completion of work.

3.8.1 Protection of Existing Structures

Mitigate impact on existing facilities due to pile installation activities.

3.9 FIELD QUALITY CONTROL

3.9.1 Test Piles

Submit a complete and accurate record of all auger cast grout piles (both test piles and production piles), indicating the pile location, diameter, length, elevation of tip and top of pile, and the quantity and strength of

SECTION 31 63 16 Page 12 grout material actually pumped in each pile hole.

3.9.2 Test Piles Placement

Provide test piles of the required type placed in the manner specified elsewhere in this section for all piling. Install test piles at the locations indicated . Install test piles to indicated tip elevation . The Government will use test pile and load test data in addition to test reports on soil samples to determine "calculated" pile tip elevations.

Piles immediately adjacent to the test pile must be placed after placing test pile and prior to load testing. Test piles that are located within the tolerances indicated for all piles and provide a safe design capacity as determined by the results of a satisfactory load test may be used in the finished work. Test loads must not be applied to the piles until the grout has obtained the design strength. Report immediately any unusual conditions encountered during pile installation to the Contracting Officer.

Modify installation procedures as required based upon recommendation of Contractor's Geotechnical Consultant and approval of the Contracting Officer.

3.9.3 Static Load Tests

Perform compressive load tests on 2 test piles in accordance with ASTM D1143/D1143M (standard loading procedure) as modified herein. Allow a minimum of days following final test pile installation until the grout has obtained the maximum design strength to load testing. Provide apparatus for applying vertical loads as required by method, using load from weighted box or platform or reaction frame attached to sufficient uplift piles to safely take required load applied to pile by hydraulic jack. Increase load in increments until rapid progressive settlement takes place or until application of total compressive load of 200 percent of the designed pile capacity for compressive load tests. Consider load test satisfactory when after one hour at full test load gross settlement of pile butt is not greater than gross elastic pile compression plus 0.15 inch plus one percent of pile tip diameter or width in inches, Perform load tests at locations as proposed by the Contractor's Geotechnical Consultant and as directed by the Contracting Officer. Additional load tests, at Government expense, may be required by the Contracting Officer. Perform the loading, testing, and recording and analysis under the direct supervision of a Registered Professional Engineer, registered in the state of project location, and provided and paid for by the Contractor. Submit test set-up.

3.9.3.1 Safe Design Capacity

Determine the safe design capacity of a test pile as determined from the results of load tests according to UFC 3-220-01.

3.9.4 Tensile Load Test

Perform tensile load tests on 2 test piles in accordance with ASTM D3689, as modified in paragraph LOAD TESTS. Apply a tensile load of 20 kips to each tensile load test pile. In performing the tension load test, apply the ultimate load equal to one and one-half times the safe tension capacity, and employ the Standard Loading Procedure.

3.9.5 Pile Records

Keep a complete and accurate record of each pile installed. Indicate the pile location, deviations from pile location, cross section shape and dimensions, length, ground elevation, tip elevation, cut-off elevations, SECTION 31 63 16 Page 13 theoretical and actual grout volume for every 5 feet interval, and reinforcement details. Include in the record the beginning and ending times of each operation during installation of pile, installation equipment, grout pump type, and pump calibration. Record unusual occurrences during pile installation such as heaving, obstructions, and any installation interruptions. A preprinted pile log for recording pile installation data and pile installation equipment data form, which can be downloaded at:

http://www.wbdg.org/ccb/NAVGRAPH/graphtoc.pdf.

3.9.6 Sonic Logging

Test 50% of Lateral/Tension Piles and 25% of Gravity Piles as indicated on S100 of the contract drawings with 100% of Test Piles and Damaged Piles for post-construction non-destructive sonic logging testing to verify the pile integrity. Perform test(s) in accordance with ASTM D6760 standard.

Perform sonic logging 3 days after the pile has been installed to both allow for the grout to initially cure and to reduce the potential for de-bonding between access pipe and pile grout. The equipment must have been calibrated within 6 months prior to the start of the testing operations and thereafter throughout the contract duration. Employ an independent inspection firm, hereinafter referred to as the "Contractor's Geotechnical Consultant", experienced in the pile Low-Strain Integrity Testing, monitoring of test pile installation.

3.9.7 Testing Agency Qualifications

Engage an independent testing agency qualified according to ASTM C1077 and ASTM E329 for testing indicated, as documented according to ASTM E548, and approved by the Contracting Officer.

3.10 PRECONSTRUCTION CONDITION SURVEY

Perform preconstruction condition survey of structures and utilities within 200 feet of the pile installation activity . Perform outreach to the owner of the structures 28 days before performing the preconstruction condition survey. The Contractor must obtain written permission from the owner of the structure prior to accessing the structure. The preconstruction condition survey must include video and photographic documentation of the exterior and interior of above ground structures and of the interior of underground structures. Video documentation must be in high definition, and show existing conditions and highlight, where possible, existing cracks, deteriorated concrete, exposed and corroded reinforcement, cracked or broken brick or mortar, and other signs of distress. For utilities, perform the survey when the greatest extent of the interior is exposed.

Provide supplementary artificial lighting as needed. The video must include annotation with location and structure nomenclature which describes any areas of distress over the video and time code superimposed on the video. Photographs must be accompanied by sketches or descriptions that indicate the location and direction of each photograph. For each structure surveyed, provide a Pre-Construction Condition Survey Report following completion of the survey. The report must contain all documentation associated with the survey including DVD copies. In the report, include notes, sketches, photographs, and videos. Provide general information, such as location details and structure type, as well as particular information on materials, condition, existing damage, aperture and persistence of cracks, and disrepair observed during visual survey.

Provide a graphical depiction of locations of damage or other features of concern. Submit the Preconstruction Condition Survey Reports no later than 28 days before the commencement of pile installation activity. Accept

SECTION 31 63 16 Page 14 responsibility for damages to existing adjacent or adjoining structures created by pile installation work, and repair any damages to these structures without cost to the Government.

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SECTION 31 63 16 Page 15