SPECS-Addendum0002_KNMD119001.pdf

KNMD069216 TFI-F-22 Combat Aircraft Parking Apron & KNMD119001 TFI-F-22 Combat Apron Addition

PROJECT TABLE OF CONTENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00.00 50 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 23 00.00 50 OPTIONS

01 25 00.00 50 SUBSTITUTIONS

01 26 00.00 50 CONTRACT CONSIDERATIONS

01 29 00.00 50 APPLICATIONS FOR PAYMENT

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 31 00.00 50 PROJECT MEETINGS, SCHEDULES, AND REPORTS

01 32 00.00 50 REQUEST FOR INFORMATION (RFI)

01 32 16.00 50 CPM SCHEDULES

01 32 33.00 50 CONSTRUCTION PHOTOGRAPHS

01 33 00.00 50 SUBMITTALS

01 33 29 LEED(TM) DOCUMENTATION

01 35 00.00 50 SECURITY

01 35 13 SPECIAL PROJECT PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 40 00.00 50 CONTRACTOR QUALITY CONTROL

01 41 00.00 50 ENVIRONMENTAL PROTECTION

01 42 00.00 50 DEFINITIONS AND STANDARDS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.00 50 TESTING LABORATORY SERVICES

01 45 35 SPECIAL INSPECTION FOR SEISMIC-RESISTING SYSTEMS

01 51 00.00 50 TEMPORARY UTILITIES AND FACILITIES

01 52 00.00 50 FIELD OFFICES AND SHEDS

01 57 00.00 50 TEMPORARY BARRIERS AND CONTROLS

01 57 20.00 50 CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

01 58 00.00 50 PROJECT IDENTIFICATION AND SIGNS

01 60 00.00 50 EQUIPMENT AND MATERIALS

01 62 35 RECYCLED / RECOVERED MATERIALS

01 75 00.00 50 MANUFACTURER'S FIELD SERVICES

01 78 00.00 50 CONTRACT CLOSEOUT

01 78 23.00 50 OPERATION AND MAINTENANCE DATA

01 78 36.00 50 WARRANTIES

01 79 00.00 50 DEMONSTRATION AND TRAINING

01 81 50.00 50 RECYCLED/RECOVERED MATERIALS

DIVISION 02 - EXISTING CONDITIONS

02 32 00.00 50 GEOTECHNICAL DATA

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 11 13.00 10 STRUCTURAL CAST-IN-PLACE CONCRETE FORMING

03 15 00.00 10 CONCRETE ACCESSORIES

03 20 00.00 10 CONCRETE REINFORCING

03 30 02.00 CONTROLLED LOW STRENGTH MATERIAL (CLSM)

03 30 04.00 CAST-IN-PLACE CONCRETE FOR AIRFIELD STRUCTURES

03 31 00.00 10 CAST-IN-PLACE STRUCTURAL CONCRETE

03 40 00.00 10 PLANT-PRECAST CONCRETE PRODUCTS FOR BELOW GRADE

CONSTRUCTION

DIVISION 05 - METALS

PROJECT TABLE OF CONTENTS Page 1

ADDENDA 002 NOT ISSUED FOR CONSTRUCTION 08/05/13

05 05 23 WELDING, STRUCTURAL

05 12 00 STRUCTURAL STEEL

DIVISION 22 - PLUMBING

22 99 99.00 50 CLEAR WATER RINSE SYSTEM

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 19.00 10 INSULATED WIRE AND CABLE

26 42 13.00 20 CATHODIC PROTECTION BY GALVANIC ANODES

26 56 00 EXTERIOR LIGHTING

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 21 GEOGRID SOIL REINFORCEMENT

31 05 22 GEOTEXTILES USED AS FILTERS

31 09 16.23 PILE LOAD TEST - STATIC AXIAL COMPRESSION

31 11 00 CLEARING AND GRUBBING

31 63 33.00 FOUNDATION PILING (MICROPILES)

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 01 16.17 COLD MILLING OF BITUMINOUS PAVEMENTS

32 01 19 FIELD MOLDED SEALANTS FOR SEALING JOINTS

32 11 23 GRADED-CRUSHED AGGREGATE BASE COURSE

32 12 10 BITUMINOUS PRIME COAT

32 12 15.13 HOT-MIX ASPHALT AIRFIELD PAVING

32 13 11 CONCRETE PAVEMENT FOR AIRFIELDS

32 13 73 COMPRESSION JOINT SEALS FOR CONCRETE PAVEMENTS

32 17 24.00 10 PAVEMENT MARKINGS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

32 92 23 SODDING

32 92 26 SPRIGGING

DIVISION 33 - UTILITIES

33 11 00 WATER DISTRIBUTION

33 30 00 SANITARY SEWERS

33 40 00.50 STORM DRAIN MANHOLES

33 40 00 STORM DRAINAGE UTILITIES

33 46 16 SUBDRAINAGE SYSTEM

33 71 02.00 20 UNDERGROUND ELECTRICAL DISTRIBUTION

DIVISION 34 - TRANSPORTATION

34 73 13 MOORING AND GROUNDING POINTS FOR AIRCRAFT

DIVISION 44 - POLLUTION AND WASTE CONTROL EQUIPMENT

44 42 53 GRAVITY OIL-WATER SEPARATOR

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

ADDENDA 002 NOT ISSUED FOR CONSTRUCTION 08/05/13

14766 Highlight

14766 Highlight

SECTION 31 09 16.23

PILE LOAD TEST - STATIC AXIAL COMPRESSION

08/13 -- End of Section --

PART 1 GENERAL

1.1 SUMMARY

A. This Section specifies requirements of the Contractor for pile load testing under static axial compressive load.

B. One (1) Type II test pile shall be installed and tested under the static axial compression loading mode.

C. The axial compression loading on the pile is anticipated as follows:

1. Design Compression Capacity: 80 kips.

2. Maximum Anticipated Test Load: 180 kips.

D. Pile load testing shall be performed from a working elevation within 1 foot of the anticipated final design pile cutoff elevation.

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.

ASTM INTERNATIONAL (ASTM)

ASTM D1143/D1143M (2007; E 2009) Piles Under Static Axial Compressive Load

International Building Code (2006).

B. Related Work Specified Elsewhere:

1. Foundation Piling (Micropiles): SECTION 31 63 33.00.

1.3 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00.00 50 SUBMITTALS:

SD-02 Shop Drawings

Submittal Requirements

SD-06 Test Reports load test report

1.3.1 Submittal Requirements

A. Two weeks prior to commencing load testing, submit shop drawing details of the pile load test arrangement and the structures for applying the

SECTION 31 09 16.23 Page 1 test load. Submittals shall include details of proposed load test arrangement, equipment, electrical load cell and hydraulic jack calibration curves, strain gauges and associated strain gauge readout and terminal boxes (if applicable), and methods to be used for performing the load tests. The Shop Drawings and associated calculations for all members, connections and stiffeners shall be prepared, signed and sealed by the Contractor's Professional Engineer, licensed in the State where the work will be performed.

B. The apparatus for applying and measuring loads shall be capable of safely applying at least 120% of the maximum anticipated test load.

C. One week prior to commencing load testing, submit calibration data and curves for each test jack, pressure gauge, master pressure gauge, and load cell to be used. The calibration tests shall have been performed by an independent testing laboratory and tests shall have been performed within 60 calendar days of the date submitted. Engineer will approve or reject the calibration data within five working days after receipt of the data. Testing cannot commence until Engineer has approved the jack, pressure gauge, and load cell calibrations.

D. Provide submittals addressing each of the following items:

1. Details of load test arrangement(s) (plan, location, and elevation).

2. Electrical load cell calibration curves.

3. Hydraulic jack calibration curves.

4. Methods for performing load test.

5. Drawings and calculations for member connections, signed and sealed by

Contractor's Professional Engineer, licensed in the State where the work will be performed.

6. Drawings and calculations for stiffeners, signed and sealed by Contractor's Professional Engineer, licensed in the State where the work will be performed.

7. Embedment length of reaction piles with calculations proving adequate capacity for load test requirements.

8. Dial gauges, minimum 4 around load test pile and 1 at each reaction pile, with precision of 0.001-inch, and 3 inches of travel.

9. Swivel plate.

10. Thermometer.

11. Piano wire.

12. Mirror.

13. Engineer's scale.

14. Portable gas generator, fuel, and operator for continuous power to equipment (if required for electronic readout).

15. Weatherized enclosure for protection of all materials and equipment from the elements.

16. Sandbags and/or grading to divert water.

17. Schedule of load testing.

E. One week prior to commencement of production pile installation activities, the Contractor's Engineer shall submit a load test report summarizing the ultimate pile capacity. The load test evaluation performed by the Contractor's Engineer shall also demonstrate that a minimum factor of safety of 2.0 will be achieved. The Engineer will utilize the load test information to develop the final lengths for the production piles.

SECTION 31 09 16.23 Page 2

PART 2 PRODUCTS

2.1 EQUIPMENT

A. All equipment necessary for the pile load test; such as load cell, hydraulic jacks, dial gauges,swivel plate, thermometer, piano wire, mirror, engineer's scale, surveyor's level, etc., shall be furnished by Contractor. The equipment shall conform to the requirements of ASTM D1143/D1143M, Standard Test Methods for Deep Foundations Under Static Axial Compressive Load. Engineer will supervise the load testing operations in the field.

2.2 TEST PILES

A. Test piles and reaction piles shall be installed in accordance with procedures required for production piles and Contractor shall submit to Engineer a record of each test pile placed including all information required for production piles.

PART 3 EXECUTION

3.1 PILE LOAD TEST

A. For all pile types, test pile loading shall not commence until a minimum of 7 days after completion of test pile installation activities.

B. In addition to the requirements listed above, load testing operations for concrete-filled or grouted pile types shall not commence until the test pile concrete and/or grout achieves an unconfined compressive strength of 4,000 psi or greater. Perform grout compression tests on the day that the piles are load tested. Results of laboratory cube breaks (fc' and E) shall be submitted to Engineer prior to commencement of load testing program.

C. Perform static pile load test at the location shown on the drawings, or where approved by Engineer. The load testing shall be performed prior to the start of production pile installation. The scheduling of load testing shall be as approved by Engineer.

D. Contractor shall perform load testing at non-production pile locations to be abandoned upon completion of the indicator pile program, as indicated. Contractor shall provide qualified personnel to operate all equipment required for the load testing.

E. Contractor shall install reference beams and dial gauges (first source) to measure vertical movements. Contractor shall install an additional independent set of reference beams, isolated from the main reference beams, for support of the scale/mirror/piano wire setup (second source). Reference beams may be made from wood, angle steel, or pipe that is stiff in consistency. Only one location of each reference beam shall be fixed, with all other portions being surface supported and free floating to permit elongation or contraction of reference beams without affecting dial readings. Dial gauges shall have a precision of one thousandth 0.001) of an inch and shall provide for a travel of three (3) inches.Four dial gauges shall be installed at 90-degree intervals around the test pile and one at each reaction pile.

Contractor shall provide equipment and labor to independently monitor pile movement (third source) with a surveyor's level instrument tied to an independent reference mark approved by the Engineer.

SECTION 31 09 16.23 Page 3

F. The Contractor shall furnish swivel plate(s), base plate(s) and load cell(s) with matching steel bearing plates as specified and required by Engineer.

G. Protect benchmarks, reference marks, test piles, reference beams, dial gauges, jacks, compensators and pressure tanks with canvas or other protective system from the rays of the sun. In addition, provide a portable shelter to shield the survey level instrument from sun, rain, and wind, and provide necessary lighting to conduct the load test during the hours of darkness. Provisions shall also be made to prevent inundation of the load test area as a result of precipitation, runoff, etc. Mound soil, provide sandbags or other grading around edges of the test pile location and divert all water encountered.

H. Structures or reaction beams for the load tests shall be constructed in accordance with specifications, Contract Drawings, and approved shop drawings. Test arrangement shall be designed so that loads are applied to the pile accurately and concentrically by means of certified, calibrated hydraulic jacks, pressure regulating devices and tanks, and hand jacks, so that there will be a constant load maintained under increasing settlement. Design the structures and test apparatus to safely carry the test loads during all stages of loading and unloading in a manner that will adequately support the vertical loads and prevent lateral movement. The load platform shall be supported by piles, cribbing, or other approved means designed so as to prevent excessive settlement and to preclude differential settlement, tilting, or eccentric loads. Where specified, shown on Contract drawings, or as required by Contractor's Professional Engineer, brace the top of the pile to prevent lateral movement and unsupported length of the pile(s) to prevent buckling and or loss of jack/load cell system. Limit height of exposure at test pile to minimize lateral movement. The system of bracing shall not restrain settlement of the pile.

I. Load test reaction pile layout shall consist of the following:

1 Piles shall be uniformly and evenly spaced with respect to both axes of the test pile centerlines. The number of required reaction piles shall be determined based upon specified ultimate compression and allowable uplift capacity values, and as required by Contractor's Professional Engineer. Reaction piles may need to be installed deeper to provide uplift holding capacity for the test pile load, unless requested by the Engineer to perform at equal lengths. Placement of all reaction piles in a single line will not be permitted. Contractor shall use a minimum of four reaction piles.

2 Satisfy minimum spacings specified in ASTM D1143/D1143M to avoid overlapping of pile stress.

3 Alternate methods of dead weight reaction system consisting of a tank to be filled with water or dead weight reaction system may be used, as designed by Contractor's Professional Engineer, and as approved by Engineer.

4 Height of test and reaction piles above ground surface shall be minimized to limit unsupported height of piles under axial loads. Soil confinement around pile at time of testing shall coincide with final grade for pile cap base, taking into account proposed pile cutoff elevations.

SECTION 31 09 16.23 Page 4

5 All reaction components, including but not limited to, steel reinforcement, lock off nuts, welds, wide flanges, and other load test system equipment shall be designed, fabricated, and constructed by Contractor to adequately support or maintain ultimate load test capacities as specified.

J. The load test shall be performed only in the presence of Engineer.

K. Provide load cell, jacks, thermometers, and required strain dial indicators, with adequate backup equipment. Provide personnel to operate load test equipment throughout all required tests.

L. Axial compression load tests shall be performed in accordance with the procedures outlined in Part 8.1.2 of ASTM D1143/D1143M, Procedure A - Quick Test (with the following modifications):

1 Loading sequence shall be applied in increments of 10 to 15% of the proposed design load. Add load increments until reaching a failure load but do not exceed the safe structural capacity of the pile or loading apparatus. During each load interval, keep the load constant for a time interval of 10 minutes, using the same time interval for all loading increments throughout the test. The time interval for the failure load shall be held for 120 minutes to assess creep behavior.

2 Remove the load in five equal decrements, keeping the load constant for a time interval of 10 minutes, using the same time interval for all unloading decrements. The time interval for the final zero load shall be held for 60 minutes to assess rebound behavior.

3 If pile failure occurs prior to reaching the anticipated failure load, continue jacking the pile until the total axial movement equals 15% of the pile butt diameter or width.

M. Contractor's Engineer shall perform optical survey and dial gauge readings of settlement and rebound with the assistance of Contractor's personnel. Contractor shall provide suitable steel pipe or angle members mounted on opposite sides of the test plate and to the reference beams, which shall extend to a sufficient height to allow Contractor to install survey tape or scale and mirror and obtain optical survey measurements. Contractor shall mount the survey tape and set a temporary reference mark outside the immediate test area.

Contractor shall provide surveyor's level and labor to perform third independent check of test pile movement. Independent reference beam systems shall be established separately for support of the dial gauges, as well as the scale and mirror setup.

N. Production piling shall not be installed until the load test results have been evaluated to determine the final production pile lengths.

O. The ultimate compressive pile capacity from the load test shall be evaluated using methodology developed by Davisson (1973). The ultimate compressive pile capacity shall be defined as the load at which the load-settlement diagram intersects the following line (CC'):

CC' = ((P x L) / (A x E)) + (0.15 + (0.0083) x (d));

where:

P = applied compressive load (lb.)

L = length of pile (in.)

SECTION 31 09 16.23 Page 5

A = cross sectional area of pile (in2) E = elastic modulus of pile (lb/in2) d = diameter (or diagonal dimension) of pile butt (in.)

P. The ultimate pile compressive capacity shall not be less than 2.0 times the design compressive capacity.

Q. Cut off all non-production test and reaction piles to be abandoned to a depth below prevailing ground surface of at least 3 feet. Contractor, prior to abandoning piles in-place, shall determine and record the location of all test and reaction piles relative to reference marks at the site.

SECTION 31 09 16.23 Page 6

SECTION 31 63 33.00

FOUNDATION PILING (MICROPILES)

08/13

PART 1 GENERAL

1.1 SUMMARY

A. Work under this Section consists of furnishing all necessary design, supervision, labor, materials, and equipment required for the installation of micropiles as indicated on the drawings.

B. Micropile capacities shall be as follows:

1. The design pile capacities for the Type I micropiles shall be as follows:

a. The minimum net allowable compression capacity shall be 40 kips. The minimum ultimate compression capacity shall be 90 kips, with a minimum safety factor of 2.0 to be verified during static pile load testing operations.

b. The allowable and ultimate tension capacities shall be 30 kips and 60 kips, respectively.

2. The design pile capacities for the Type II micropiles shall be as follows:

a. The minimum net allowable compression capacity shall be 80 kips. The minimum ultimate compression capacity shall be 170 kips, with a minimum safety factor of 2.0 to be verified during static pile load testing operations.

b. The allowable and ultimate tension capacities shall be 57.5 kips and 115 kips, respectively.

3. The required pile capacities shall be verified by testing as specified herein and in SECTIONS 31 09 16.23.

C. Contractor and/or Subcontractor shall visit the site prior to mobilization of equipment to the site to observe and review specific site conditions, access and headroom conditions, requirements for equipment, and to evaluate methods and costs to install piling.

D. Related Work Specified Elsewhere:

1. Micropile Load Test - Static Axial Compression: SECTION 31 09 16.23.

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 INTERNATIONAL (ACI)

ACI 306R (2010) Guide to Cold Weather Concreting

ASTM INTERNATIONAL (ASTM)

ASTM C33/C33M (2013) Standard Specification for Concrete Aggregates

SECTION 31 63 33.00 Page 1

ASTM C109/C109M (2012) Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (Using 2-in. or (50-mm) Cube Specimens)

ASTM C125 (2012a) Standard Terminology Relating to Concrete and Concrete Aggregates

ASTM C150/C150M (2012) Standard Specification for Portland Cement

ASTM C618 (2012a) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C937 (2010) Grout Fluidifier for Preplaced-Aggregate Concrete

U.S. ARMY CORPS OF ENGINEERS (USACE)

CRD-C 611 Test Method for Flow of Grout Mixtures (Flow Cone Method)

CRD-C 612 Test Method for Water Retentivity of Grout Mixtures.

CRD-C 613 Method of Test for Expansion of Grout Mixtures

CRD-C 614 Method of Test for Time of Setting of Grout Mixtures.

CRD-C 615 Method of Selecting Proportions for Intrusion Grout Mixtures.

CRD-C 616 Test Method for Compressive Strength of Grout Fluidifier Test Mortars.

CRD-C 619 Corps of Engineers Specifications for Grout Fluidifier.

CRD-C 620 Standard Method of Sampling Fresh Grout.

U.S. FEDERAL HIGHWAY ADMINISTRATION (FHWA)

FHWA NHI-05-039 (2005)Micropile Design and Construction Reference Manual

1.3 EXPERIENCE QUALIFICATIONS

A. A minimum of 5 years experience in micropile design and construction, including experience with similar subsurface materials, water conditions, micropile 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 five similar projects successfully completed in the last 2 years. A brief description of each project and a reference shall be included for each project

SECTION 31 63 33.00 Page 2 listed. As a minimum, the reference shall include an individual's name and current phone number.

C. Contractor shall assign a registered Professional Engineer to perform final design of the micropiles, evaluation of load tests, and to supervise all aspects of the Project, with at least three years of experience in the design and construction of micropiles. The use of manufacturers' representatives does not satisfy the requirements of this section.

D. Drill operators and on-site supervisors shall have a minimum of one year experience installing micropiles with Contractor's organization.

E. 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. Engineer will approve or reject Contractor's qualifications and staff within 15 working days after receipt of the submission. Work shall not be started on any piling nor materials ordered until approval of Contractor's qualifications are given. Engineer may suspend the micropile work if Contractor substitutes unqualified personnel for approved personnel during construction. If work is suspended due to the substitution of unqualified personnel, Contractor shall be liable for additional costs resulting from the suspension of work and no adjustment in contract time resulting from the suspension of work will be allowed.

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

1.4 DESIGN CRITERIA

A. The micropiles shall be designed to meet the requirements of IBC 2006 and the FHWA Micropile Design and Construction Reference Manual (Publication No. FHWA NHI-05-039).

B. Minimum steel casing diameter of 7.625 inches.

C. Minimum steel casing wall thickness of 0.545 inch.

D. For permanent steel casing used as reinforcing, design stress analysis shall consider a reduction in the outside diameter of steel pipe by 0.4-inch to allow for 0.2-inch steel thickness corrosion.

E. Minimum rock socket diameter of 7 inches.

F. Minimum rock socket length as indicated on Drawings, or as deemed appropriate pending results of static pile load testing.

G. Minimum factor of safety for soil to pile bond shall be 2.0.

H. All new piling shall be 3 diameters or 36 inches away from existing or adjacent new piles, whichever is greater.

I. Total settlement under the applied design loading shall not exceed 1/2-inch under normal loading conditions.

J. The final length of the production micropiles shall be determined such that the required geotechnical capacity is developed by skin friction

SECTION 31 63 33.00 Page 3 between the grout and soil over a suitable length in an appropriate bearing stratum (bond zone).

1.5 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. Submit the following in accordance with Section 01 33 00.50 00 SUBMITTALS:

SD-02 Shop Drawings

Submittals; G

SD-11 Closeout Submittals

Construction Records

1.6 SUBMITTALS AND CONSTRUCTION RECORDS

1.6.1 Submittals

1. The Contractor's Engineer shall submit structural and geotechnical design notes for the proposed micropile foundation system, signed and sealed by a Professional Engineer licensed in the State where the Work is performed. As a minimum, the micropile design calculations shall include the following:

a. Detailed summary of design assumptions.

b. Details of proposed micropile section(s), cased and uncased.

c. Micropile Design Axial Capacity Calculations, addressing both geotechnical and structural capacities of the micropile elements.

d. Combined Stress Calculations for cased section, cased section at threaded joints, and uncased section.

e. Bearing and tension plate calculations.

2. Proposed equipment and techniques for micropile installation, including rig name, model number, proposed earth and rock auger attachments, and proposed special equipment for proposed installation method.

3. Contractor shall submit detailed information about the proposed grout mix to Engineer a minimum of 14 calendar days prior to micropile installation. The information shall include:

a. Mix proportions and evidence that proposed mix provides adequate strength and uniform consistency of grout.

b. Type, manufacturer and chemical composition of grout.

c. Type, manufacturer or source, and purpose of admixtures.

d. Gradation, fineness modulus and source of fine aggregates (where applicable).

e. Certification of grout mix materials to be in compliance with "Applicable Standards," including cement, aggregate and all admixtures.

4. Proposed procedures for each anticipated method of construction -dry and cased, wet and cased, or other procedure including:

a. Detailed sequence of excavation and steel casing

SECTION 31 63 33.00 Page 4 installation, water flushing, reinforcing steel placement, and grout injection.

b. Methods to prevent caving, if necessary.

c. Procedures for supporting and centering reinforcing steel and steel casing during grout placement.

1.6.2 Construction Records

1. Micropile Load Test Records - as specified in SECTIONS 31 09 16.23.

2. Daily Records: Contractor shall submit at the completion of each day, preliminary micropile installation logs containing the following information, where applicable.

a. Identification number.

b. Micropile dimensions.

c. Ground surface elevation.

d. Bottom of grout elevation.

e. Top of grout elevation.

f. Description of soils and rock encountered during drilling.

g. Bearing stratum description.

h. Nature and location of obstructions.

i. Water conditions during drilling and grout placement.

j. Amount of rock excavation and length of rock socket.

k. Date and time of water flushing.

l. Date and time of grouting.

m. Amount of grout used.

n. Grout head at surface.

o. Remarks concerning installation of micropile.

3. As-Constructed Records - Contractor shall submit within 30 calendar days after completion of the micropile work a report containing:

a. "As-constructed" drawings showing the location of the micropiles and pile lengths.

b. Steel manufacturer's mill test reports for the steel pile components incorporated in the installation.

c. Final micropile installation logs (per paragraph entitled "Daily Records", above this SECTION).

d. Grouting records indicating the quantity injected.

1.7 SUBSURFACE INFORMATION

A. Subsurface information has been obtained at the Site of the Project.

B. There is no express or implied guarantee as to the accuracy or completeness of the subsurface information, nor of the interpretation thereof by the Owner, the Engineer, or any of their representatives.

C. The subsurface information or copies thereof do not form a part of this or any contract document issued by the Owner or Engineer.

D. In the event that additional subsurface information is required by the Contractor for final foundation design, the Contractor may obtain the services of a Geotechnical Engineer to perform a supplemental subsurface investigation and laboratory testing program and to prepare a Geotechnical Engineering Report.

SECTION 31 63 33.00 Page 5

PART 2 PRODUCTS

2.1 STEEL CASING

A. Steel casing shall conform to ASTM A252, Grade 3.

B. Minimum yield strength of steel casing shall be 80,000 lb/in2.

C. Minimum outside diameter of steel casing shall be 9-5/8 inches.

D. Minimum wall thickness of steel casing shall be 0.545-inch.

E. The steel casing tip shall be open-ended.

F. Store steel casing on platforms, skids, or other supports at the Site and support to prevent excessive deflection.

2.2 REINFORCING STEEL

A. Reinforcing steel shall conform to ASTM A615 (Grade 75) or ASTM A722 (Grade 150).

B. Reinforcing steel shall be installed as shown on the Contract Drawings.

C. Reinforcing steel shall have non-corrosive centralizers installed a minimum of every 10 feet. In addition, the top centralizer shall be located within 5 feet of the top of the micropile and the lower centralizer shall be located not more than 1 foot above the bottom of the reinforcing bar.

D. Centralizers shall be fabricated from plastic or material that is non-detrimental to the reinforcing steel.

2.3 GROUT

A. Cement-based grout shall consist of the following mixture so proportioned to produce a hardened mortar with a minimum compressive strength in 28 days of 4,000 psi or greater as determined by Contractor's design, a water-cement ratio of 0.4 to 0.5, and as referenced to ASTM C125.

1. Portland Cement: Type I, II, or III conforming to ASTM C150/C150M.

2. Special Pozzolan: Use a special pozzolan consisting of a finely powdered siliceous material and conforming to the ASTM C618.

3. Grouting Agent: Use a grouting agent that will reduce the mixing water requirements of the cement mortar, retard the setting time, decrease bleeding, eliminate setting shrinkage, increase fluidity, and conform to the Corps of Engineers Specifications CRD-C 611, CRD-C 612, CRD-C 613, CRD-C 614, CRD-C 615, CRD-C 616, CRD-C 619, CRD-C 620, and

ASTM C937.

4. Water: Use fresh clean water free from injurious amounts of sewage, oil, acid, alkali, and organic matter.

5. Fine aggregate:

a. Meet the requirements of ASTM C33/C33M.

b. Consist of clean, natural sand or 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, chert and other deleterious substances.

c. Be well graded from coarse-to-fine, with a fineness modulus between 1.40 and 3.40.

SECTION 31 63 33.00 Page 6

d. Fine aggregate will only be allowed in special situations (e.g., presence of large voids in the ground) as approved by the Engineer.

6. Mixing:

a. Mix the cement grout with approved equipment and accurately measure all materials by volume or weight. The grouting equipment shall produce a colloidially mixed grout free of lumps and undispersed cement. The grouting equipment shall be sized to enable the grout to be pumped in one continuous operation. The mixer shall be capable of continuous agitation of the grout.

b. Mixing time shall not be less than one minute producing a homogeneous grout having a consistency ranging between 16 and 35 seconds for a 1/2-inch opening (10 and 25 seconds for a 3/4-inch opening) when tested with a flow cone in accordance with the Corps of Engineers' Specification CRD-C 611. Perform flow cone test at least once for each truckload of grout, or as otherwise directed by Engineer.

c. The grout shall have a maximum temperature during placement of 95ºF.

d. Place grout within 45 minutes after mixing. This period may be extended to 90 minutes or longer as approved by Engineer.

7. Pumping:

a. Use approved pumping equipment having a screen no larger than 3/8-inch mesh between mixer and pump having a working pressure gauge in clear view of the operator.

b. Calibration of the pump shall be performed in the field prior to installation of micropiles with Engineer present to observe.

Grout shall be placed into the hopper and pumped through the line into a large container of known volume; i.e., a barrel or 55-gallon drum. Similar calibration of the pump stroke rate shall be performed at the request of Engineer if Contractor changes or varies equipment or should volumes of grout take calculated during grout placement become suspect due to variations in calculated quantities or due to pump missing complete strokes.

8. Cement Grout Compression Tests:

a. A qualified testing laboratory shall be retained and compensated by Contractor to perform required grout compression tests.

b. Contractor shall obtain and furnish cube molds and cubes (2 inches x 2 inches x 2 inches) for testing in accordance with the provisions of CRD-C 620 and ASTM C109/C109M, respectively.

c. Furnish to the testing laboratory six test cubes for each 4 yards of grout placed with a minimum of six cubes for each day's placement. Engineer may revise this frequency of obtaining and furnishing grout cubes throughout the course of construction, contingent upon Contractor providing substantiated evidence of adequate strength and uniform consistency of grout. Evidence may consist of either previous job performance records and submittals by the grout supplier or statistical demonstration of grout strength based upon laboratory test results from micropiles installed during construction. Provided evidence is demonstrated, when grout placement exceeds 16 yards per day, Engineer may reduce frequency to a minimum number of cubes not less than two sets of six test cubes per day, to be obtained at the discretion of Engineer and generally representing one set of morning and one set of afternoon installation activities.

SECTION 31 63 33.00 Page 7

d. Two cubes shall be tested in compression at each of the ages of 7 days, 28 days, and two retained for testing at 56 days, if the need is so determined.

PART 3 EXECUTION

3.1 INSTALLATION

A. Installation of micropiles shall only be performed in the presence of Contractor's Geotechnical Engineer.

B. Install in general accordance with FHWA NHI-05-039Micropile Design and Construction Reference Manual.

C. Place the micropiles using core drilling, rotary drilling, percussion drilling, auger drilling, or other acceptable means to the specified micropile tip elevation or penetration, achieving required penetration into the medium to dense sand underlying the site.

D. Sequence of permanent casing installation, drilling of bond zone, grout injection, central reinforcing steel bar placement, and removal of temporary casing operations used for production piles shall be consistent with the sequence used for test pile installation operations.

E. If Contractor elects to use drilling fluid to maintain stability of borehole during production micropile installation operations, it shall be consistent with the type and dosage of drilling fluid utilized for the installation of the test micropiles.

F. Place micropiles without excessive duration or delay in one continuous operation to the required cutoff elevation, so as to preclude the possibility of grout setting up prior to the completion of micropile placement or cold joints forming in the micropile.

G. Contractor shall monitor the amount and rate of water and/or compressed air used during the pressure injection drilling.

H. Contractor shall use a neat cement grout or a sand-cement grout with a minimum 28-day unconfined compressive strength of 4,000 psi or higher as determined by the Contractor's design requirements. The cement shall not contain lumps or other indications of hydration. Admixtures, if used, shall be mixed in accordance with the manufacturer's recommendations.

I. The grouting equipment shall produce a grout free of lumps and undispersed cement. The pump shall be equipped with a pressure gauge to monitor grout pressures. The grouting equipment shall be sized to enable the grout to be pumped in one continuous operation.

J. The grout shall be injected from the lowest point of the drill hole. The grout may be pumped through grout tubes, casing, hollow-stem augers or drill rods. The quantity of the grout and the grout pressures shall be recorded. The grout pressures and grout takes shall be controlled to prevent excessive heave in cohesive soils or fracturing of rock formations. The entire micropile shall be filled with grout.

K. Upon completion of grouting, the grout tube may remain in the hole but it shall be filled with grout.

SECTION 31 63 33.00 Page 8

L. If grout loss or a drop in the grout level is observed after grouting and prior to the placement of steel casing, the grout will be allowed to cure for one day. The hole will then be re-drilled and re-grouted.

This process will be repeated until no grout loss or drop in the grout level is observed after grouting and prior to the placement of steel casing.

M. Provide hot weather protection to grout mix, installation equipment during placement, and fresh grout during curing in conformance to ACI 305, or as directed by Engineer.

N. Provide cold weather protection to grout mix and installation equipment during placement to prevent installation of frozen grout.

O. Provide cold weather protection to all exposed surfaces of fresh grout during curing in conformance to ACI 306R, or as directed by Engineer.

3.2 MICROPILE PENETRATION

A. Micropiles shall be penetrate into and bear on the coral and coralline sandstone deposits underlying the Site. Static micropile load testing performed by the Contractor shall confirm final bond zone embedment depths required for the micropile foundations to achieve the required capacities with the minimum required factors of safety.

3.3 INSTALLATION TOLERANCE

A. Engineer will determine the acceptability of all micropiles placed and may reject those piles which do not conform to the Contract Documents.

B. As directed by Engineer, for those micropiles which have been rejected, micropile shall either be left in-place, or cut off; and then install one or more new micropiles at locations designated by Engineer to replace the rejected pile and maintain symmetry of the pile group or cluster.

3.4 LOAD TESTS

A. Contractor shall be required to install one (1) test micropile at locations selected by the Contractor and approved by the Engineer for load testing. All micropiles used during load tests, including test micropiles and reaction piles shall be considered waste piles and shall not be installed in production micropile locations.

B. Load tests shall be performed in a sequence which will promote conformance to schedule requirements. Contractor shall have load test framing, beams, and tiedown equipment available to prepare setups for all required test locations at the same time. Load test will be performed one at a time in sequence. Provide load cell, jacks, and required strain dial indicators, with adequate back-up equipment to perform one test at a time. Provide personnel to operate load test equipment throughout all required tests.

C. Production micropile installation shall not commence prior to completion of evaluation of load test results and subsequent approval of proposed production micropile lengths by the Engineer.

D. Test micropiles shall not be used for production piling after testing.

SECTION 31 63 33.00 Page 9

E. Axial compression load testing shall be performed in accordance with

SECTION 31 09 16.23 - PILE LOAD TEST - STATIC AXIAL COMPRESSION.

3.5 PROOF TESTS

A. Perform proof tests on a minimum of 10 percent of the production micropiles. Production micropiles to be proof tested will be selected by the Engineer after the installation of all production micropiles.

B. The Contractor shall furnish materials, equipment and tools necessary to perform the proof tests, The Engineer will be present only to observe the performance of the proof tests by the Contractor.

C. Perform the proof tests by incrementally loading the micropile to be tested in accordance with the following loading schedule:

Proof Test Loading Schedule

0.05P

0.25P

0.50P

0.75P

1.00P

1.25P

1.33P

Where P = Allowable Compression Capacity

D. Except at the maximum proof test load, increase the loads from one increment to the next immediately after recording the micropile movement. Measure and record the micropile movement at the top of the pile for each load increment to the nearest 0.001 inches with respect to a constant elevation benchmark located sufficiently far away from the pile being tested so as not to be affected by the test. Monitor the load with a load cell. At the load increments other than the maximum test load, hold the load just long enough to measure the micropile movement, but the hold time does not need to be more than one minute. Hole the maximum test load for fifteen (15) minutes.

Periodically pump the jack as necessary to maintain a constant load.

Start the load holding period as soon as the maximum load has been applied and record the micropile movement at 1, 2, 3, 4, 5, 6, and 10 minutes.

E. If the micropile movement between the one (1) minute and ten (10) minute readings exceed 0.04 inches, hold the maximum test load for an

SECTION 31 63 33.00 Page 10 additional 50 minutes and continue to record the micropile movements at 15, 20, 25, 30, 40, 50, and 60 minutes (measured from the commencement of the proof test).

F. Submit the results of the micropile proof testing within two (2) workdays of the completion of each test. Include a plot of micropile movements versus load with the test data.

G. Proof testing of micropiles with the ten (10) minute load-holding period is acceptable if the total movement measured between one minute and ten (10) minutes is less than 0.04 inches.

H. Proof testing of microppiles with sixty (60) minutes load-holding periods is acceptable if the creep rate does not exceed 0.08 inches per log cycle of time.

I. If a micropile fails the proof testing, the Contractor shall modify his design and/or installation procedures to provide micropiles with acceptable results. Any modifications to the micropile design and construction will be at the Contractor's expense. Additional micropile(s) and/or proof tests required due to failed proof tests will be at the Contractor's expense.

-- End of Section --

SECTION 31 63 33.00 Page 11

1.7 SUBSURFACE INFORMATION