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    This Master Specification Document, as an Instrument of Service, is provided in confidence, for use in preparing final construction specifications for a Marriott CFRST Project. As such, this Master Specification Document shall remain the property of Marriott International, Inc. The use of this document for other projects (other than the Project specifically contracted for) is strictly prohibited without written authorization from Marriott International Design and Construction Services, Inc.

    The content and information in this Master Specification is provided for format, and informational purposes only, and shall be replaced, modified, and edited as required to represent the actual project that the Architect, Engineer or Design Professional has been contracted to produce. Selected notes, tables, indexes information and technical data, etc. must be reviewed and modified to meet the specific

    requirement of the Project.

    This specification is not project nor code-specific. It is the responsibility of the contracted Architect,

    Engineer or Design Professional to produce Contract Documents in conformance with the approved Scope of Work and in full compliance with all applicable current local, state and national codes, ordinances, laws, rules and requirements of applicable regulatory agencies.


    All text in gray boxes are provided for use by the Editor Only and should be erased from final specification


    Paragraphs with text to be edited or replaced by the Specifier will appear in [Blue].

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    ? PAGE 1 ? FILE: 320290192.doc REVISED: 09/28/07

    ; 2007, Marriott International, Inc. CFRST SPECMSTR-NEW BUILD



    Note: Entire Section to be reviewed and coordinated with existing site conditions. Coordinate with

    Geotechnical Data and engineer of record for Project.


    1.01 SUMMARY

    A. Section Includes:

    1. Bored Piles:

    a. Drilled Concrete Piers and Shafts

    B. Related Sections:

    1. Section 00 31 32 (00320) - Geotechnical Data

    2. Section 01 45 00 (01450) - Quality Control: Procedures for Testing and Inspection.

    3. Section 03 30 00 (03300) - Cast-in-Place Concrete: Concrete and concrete reinforcement. 1.02 REFERENCES

    A. American Society for Testing and Materials (ASTM):

    1. ASTM A252 - Welded and Seamless Steel Pipe Piles.


    A. Load Carrying Capacities: Indicated on Structural Drawings.


    A. Section 01 33 00 (01330) - Submittals: Procedures for submittals.

    1. Submit “Letter of Conformance” in accordance with Section 01 33 00 (01330) indicating

    specified items selected for use in project.

    a. Product Data

    b. Reports; Drilled Piers: Submit the following reports:

    1) Concrete materials test reports as proposed for use in concrete mixes.

    2) Preliminary pier report of actual allowable bearing capacity at bottom of each

    shaft, issued as soon as possible after testing each excavation.

    3) Certified pier report for each pier, recording actual elevation at bottom and top,

    final centerline location at top, variation of shaft from plumb, result of all tests

    performed, levelness of bottom seepage of water and top of any casing left in

    place, any unusual conditions, corrective measures and construction changes,

    variation of dimensions from excavation, completion of excavation, inspection,

    testing, and placement of concrete, delays in concreting, and location of

    construction joints in shaft, and any other data as may be required. 1.05 QUALITY ASSURANCE

    A. Installer Qualifications: Company specializing in performing Work of this Section with minimum

    10 years documented experience.


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    CFRST SPECMSTR-NEW BUILD ; 2007, Marriott International, Inc.

B. Pre-lnstallation Meeting:

    1. Convene a pre-installation meeting at site, one week prior to commencing Work . Require

    attendance of parties directly affecting Work of this Section, including, but not limited to,

    [Architect, ]Owner’s Representative, Contractor, Pier Installer, Testing Laboratory

    Representative, and Owner's Geotechnical Consultant.

    2. Contact [Architect] [Owner’s Representative] two weeks prior to pre-installation meeting

    to confirm schedule.

    3. Review preparation and installation procedures and coordinate scheduling required with

    related Work.

    4. Record discussions of conference and decisions and agreements (or disagreements)

    reached, and furnish copy of record to each party attending. Review foreseeable

    methods and procedures related to pier Work, including:

    a. Tour, inspect and discuss condition of soil substrate, pier locations and other

    preparatory work performed by other trades.

    b. Review structural loading requirements.

    c. Review pier system requirements (drawings, specifications and other contract


    d. Review pier drilling methods and equipment.

    e. Review and finalize construction schedule related to pier work and verify availability

    of materials, installer's personnel, equipment and facilities needed to make progress

    and avoid delays.

    f. Review required inspections, testing and certifying procedures.

    g. Review weather and forecasted weather conditions, and procedures for coping with

    unfavorable conditions.


    2.01 MATERIALS

    A. Casing: ASTM A 252, Grade 1, Grade 2, and Grade 3 single length steel pipe.

    1. Wall: Plain,1/4 inch minimum thickness

    2. 2. Ends: Plain.

    3. 3 Diameter: Outside diameter not less than indicated shaft sizes. B. Concrete: Specified in Section 03 30 00 (03300) using Type I or 11 cement, 3/4 inch

    aggregate size, 3,000 psi 28 day strength, 5-7 inch slump.

    C. Reinforcement: Specified in Section 03 30 00 (03300).

    D. Reinforcing Cage Support and Alignment System

    1. Avendra, LLC Preferred Manufacturers:

    a. None

    2. Approved Manufacturers:

    a. “Centraligner Pier Sleds and Hijacker Pier Bolsters”; Pieresearch (800-656-0417)

    b. Approved substitution


    ? PAGE 3 ? FILE: 320290192.doc REVISED: 09/28/07

    ; 2007, Marriott International, Inc. CFRST SPECMSTR-NEW BUILD

    3. Products:

    Note: Edit examples in paragraph below to suit Project Requirements.

    a. Pier Bolster: Unit consisting of a fabricated concrete support with minimum

    compressive strength of 8,500 psi with integral tie wires.

    1) Nominal 4-inch diameter, nominal 3-inch high with two 9 gauge wires for

    attachment to bottom of reinforcing cage to support bottom of cage free of earth.

    2) Use minimum two bolsters cage spaced to support steel free of earth

    Note: Edit examples in paragraph below to suit Project Requirements.

    b. Centering Device: Patented unit consisting of fabricated concrete support with

    minimum compressive strength of 8,500 psi with integral tie wires.

    1) Nominal 8 x 3 x 1 -1/4 inch with eight 16 gauge wires for attachments to vertical

    and horizontal reinforcing bars of cage to align cage in shaft free of earth.

    2) Provide minimum sleds per cage in accordance with the following table spaced

    uniformly to properly align cage in shaft.

     Shaft Depth Diameter

     Feet Under 30 Inch 30 inch and over

     10-14 6 8

     15-24 9 12

     25-34 12 15

     35-44 15 20



    A. Verify that existing site conditions are ready for Work. Do not proceed with Work until

    unsatisfactory conditions have been corrected.

    B. Verify site conditions will support drilling equipment for performance of pier drilling operations. C. Verify field measurements and survey benchmarks are as indicated on Drawings. D. Starting Work indicates acceptance of existing conditions.

    E. Examine the areas and conditions under which piers are to be installed. Notify the [Architect]

    [Owner’s Representative] in writing of conditions detrimental to the proper and timely

    completion of the work. Do not proceed with the work until unsatisfactory conditions have

    been corrected in a manner acceptable to the Drilled Pier Installer.

    F. The Owner's Geotechnical Engineer will inspect each drilled pier excavation. Concrete shall

    not be placed until the excavation has been approved by the [Architect] [Owner’s

    Representative]. The Contractor shall furnish the [Architect] [Owner’s Representative] all

    necessary equipment and support personnel required for proper inspection of pier excavations.

    3.02 EXCAVATION:

    A. General:

    1. Drill vertical concentric pier shafts to diameters and depths indicated on Structural

    Drawings. Excavate holes for piers to the required bearing strata or elevation as shown

    on the Drawings.

    2. Pier design dimensions shown are minimums. The design of the piers is based on the

    assumed strata bearing capacity. If the bearing strata is not capable of maintaining the

    bearing capacity assumed, the foundation system will be revised as directed by the ? SECTION 31 60 00 (02450) - SPECIAL FOUNDATIONS AND LOAD-BEARING ELEMENTS ?

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    CFRST SPECMSTR-NEW BUILD ; 2007, Marriott International, Inc.

    [Architect] [Engineer]. Revisions will be paid for in accordance with the Contract

    Conditions relative to changes in the work.

    3. If required, install casings as excavation proceeds so that earth wails are maintained

    without spelling into the shaft.

    B. Temporary Shaft Protections: When required, provide full length watertight steel casings of

    sufficient thickness to withstand compressive, displacement and withdrawal stresses and to

    maintain the shaft walls. Progressively raise shaft liner during concrete placement. Do not

    permit top of pier to deform to a mushroom shape due to premature removal of liner.

    Temporary casings may be left in place or may be withdrawn as the concrete is placed, at the

    Contractor's option.

    C. Excavation Equipment: Provide adequate equipment so work is expedited to the fullest extent

    possible. Use equipment fully capable of excavating shafts to depths, diameters, and sizes

    indicated, and within the specified tolerances. Maintain equipment in satisfactory operating

    condition and provide sufficient quantity of equipment to maintain the project schedule of the


    D. Dewatering: Provide and maintain pumping equipment to keep the excavations free of water

    before placing concrete. If excessive water is encountered and during operations shall be

    halted. Consult with the [Architect] [Engineer] before using alternate methods of construction.

    E. Depth of Bearing Strata: If the indicated depth of shaft excavation is reached without

    developing the required strata bearing capacity, immediately suspend excavation operations

    and inform the [Architect] [Engineer]. The [Architect] [Engineer] will determine the procedures

    to be followed in each instance.

    F. Where changes in the 'indicated depth or dimensions are required, or additional soil borings

    are required, proceed with such work only when directed in writing by the Architect. G. Over Excavation: No additional payment will be made for the extra length, when pier shafts

    are excavated to a greater depth than required or authorized by the Architect, due to

    overdriving by the Contractor. Complete the pier and fill the extra depth with concrete, if all

    other conditions are satisfactory.

    H. Excavated Materials: Remove excavated material and dispose of off the site.

    1. Clean shaft bottom of loose material. Maintain shafts free of water. The maximum

    permissible depth of water will be 2 inches at the beginning of the concrete placement.


    A. Reinforcing Steel and Dowel Placement:

    1. Fabricate and erect reinforcing cages in shafts as one continuous unit. Place

    reinforcement accurately and symmetrically about axis of hole and hold securely in

    position during concrete placement.

    2. Use templates to set anchor bolts, leveling plates and other accessories furnished under

    work of other Sections. Provide blocking and holding devices to maintain required

    position during concrete placement. Install dowels at top of pier as indicated on Structural

    Drawings for connection to grade beams.

    3. Protect exposed ends of dowels and anchor bolts from mechanical damage and

    exposure to the weather.

    4. Position steel using sleds and bolsters. Provide number of sleds and bolsters as

    recommend by manufacturer. Install in accordance with published instructions. B. Concrete Placement:


    ? PAGE 5 ? FILE: 320290192.doc REVISED: 09/28/07

    ; 2007, Marriott International, Inc. CFRST SPECMSTR-NEW BUILD

    1. Fill piers with concrete immediately after inspection and approval by the Geotechnical

    Engineer. Place concrete within maximum 8 hours after drilling shaft. Use protection

    sheets (cut out to receive concrete) over excavation openings, extending at least 12"

    beyond edge in all directions.

    2. Place continuously without interruption and in a smooth flow without segregating the

    mixed materials. Provide mechanical vibration for consolidation of a least the top 25' of

    each shaft.

    3. Should it become necessary to interrupt placing concrete in any pier, bring concrete to a

    true level surface inside the shaft and form a full width cross key and install dowels. Prior

    to placing additional concrete, clean joint surfaces of laitance and slush grout using one-

    to-one Portland cement(s) and mixture.

    4. Place concrete by means of a bottom discharge bucket, or flexible drop chute, elephant

    trunk hopper, or tremie. Provide runways and other means for conveying concrete to

    placement locations. Use chutes or tremies for placing concrete where a drop of more

    than 25' is required, or pump concrete into place.

    5. Place concrete in-the-dry. In the event that water occurs, and it is impractical to dewater

    the excavation, and all reasonable attempts to seal off the flow of water have failed, allow

    the water to level to attain its normal level and place concrete by the tremie method.

    Control placement operations to ensure that the tremie is not broken during continuous

    placing from bottom to top. Other methods of depositing concrete underwater may be

    used if acceptable to the Owner’s Representative.

    6. Take care to maintain a sufficient head of concrete to prevent reduction in diameter of the

    pier shaft by earth pressure and to prevent extraneous material from mixing with the fresh

    concrete. Coordinate the withdrawal of temporary casings with concrete placement

    operations to maintain a head of concrete approximately 5' above the casing bottom.

    7. Stop the concrete placement at the cut-off elevation shown. Where cut-off elevation is

    above ground elevation, form the top section above grade and extend the shaft to the

    required elevation.

    C. Provide protection for open pier holes. Do not leave pier holes open overnight.


    A. Maximum Variation From Vertical For Plumb Piers: 1 in 48.

    B. Minimum Variation From Required Angle for Batter Piers: 1 in 24 or 5% of length from

    specified inclination.

    C. Maximum Variation From Top of Pier Elevation: plus or minus 2 inches.

    D. Maximum Out-of Position for pier top: 4 inches from centerline location.


    A. Inspect pier installations, locations, and elevation

    B. Quality Control Testing During Construction:

    1. Concrete shall be sampled and tested in accordance with Section 03 30 00 (03300) -

    Cast In Place Concrete

    2. Slump: One test for each concrete load at point of discharge; and one for each set of

    compressive strength test specimens.


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    CFRST SPECMSTR-NEW BUILD ; 2007, Marriott International, Inc.

    3. Compression Test Specimens: One set of four standard cylinders for each compressive

    strength test, unless otherwise directed. Mold and store cylinders for laboratory cured test

    specimens except when field-cure test specimens are required.

    4. Concrete Temperature: Test hourly when air temperature is 40 degrees F. and below,

    and when 800 degrees F. and above; and each time a set of compression test specimens

    is made.

    5. Compressive Strength Test. One set for each 100 cu. yds. or fraction thereof of concrete

    placed in any one day.

    6. Have one specimen tested at seven days, two specimens tested at 28 days, and one

    specimen remained in reserve for later testing if required.

    7. When the strength of field-cured cylinders is less than 85% of companion laboratory

    cured cylinders, evaluate current operations and provide corrective procedures for

    protecting and curing the in-place concrete.

    C. Additional Concrete Tests: The testing service may take core samples of in-place concrete

    when test results are such that there is reasonable doubt that the specified concrete strengths

    and other characteristics have been attained.

    D. The testing service shall conduct tests to determine the strength and other characteristics of

    the in-place concrete by compression tests on cored cylinders complying with ASTM C42, or

    by load testing as outlined in ACI 318, or others as directed. The Contractor shall pay for such

    tests conducted and any other additional testing as may be required.

    E. Complete continuous coring of piers may be required, at the Contractor's expense, where time

    for removal of temporary casings exceeded the specified limits or where observations of

    placement operations indicated cause for suspicion of the quality of the concrete, presence of

    voids, segregation or other possible defects.

    F. Inspection and Tests for Piers: The soil testing facility shall perform and report all specified

    tests, and additional tests which may be required. Conduct tests, and additional tests which

    may be required. Conduct tests and provide reports as soon as possible so as to not delay

    concreting operations for acceptable excavations.

    G. The bottom elevations and bearing capacities and lengths of piers as shown on the drawings

    are estimated from available soil data.- the actual elevations, pier lengths, and bearing

    capacities will be determined by the soil testing facility from conditions found in excavations.

    Final evaluations and acceptance of data will be determined by the Architect. H. The soil testing facility shall inspect each drilled pier to confirm it is bottomed in the proper

    strata, that no soft material has been left in the excavation and that no water is present.


Revision Log


    ? PAGE 7 ? FILE: 320290192.doc REVISED: 09/28/07

    ; 2007, Marriott International, Inc. CFRST SPECMSTR-NEW BUILD

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