TOC-1 PORT OF KC RAIL SPUR CONSTRUCTION PROJECT BRIDGING SLAB PACKAGE Burns & McDonnell Project No. 86867 UPRR FES No. 26861 TABLE OF CONTENTS INTRODUCTORY INFORMATION Table of Contents List of Drawings BIDDING REQUIREMENTS Instructions to Bidders Bid Form Bid Bond CONTRACTING REQUIREMENTS Construction Contract DIVISION 1 – GENERAL REQUIREMENTS Section 01100 – Summary of Work DIVISION 2 – SITEWORK Section 02621 – Pipe Aggregate Underdrains DIVISION 3 – CONCRETE Section 031000 – Concrete Formwork Section 032000 – Concrete Reinforcement Section 033000 – Concrete DIVISION 7 – THERMAL & MOISTURE PROTECTION Section 072100 – Thermal Insulation DIVISION 31 – EARTHWORK Section 312316 – Excavation and Filling for Structures Section 316316 – Foundation Piling (Pressure Grouted Piles)
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PORT OF KC RAIL SPUR CONSTRUCTION PROJECT ......2016/09/28 · BURNS & McDONNELL ENGINEERING CO, INC DESIGN ENGINEER/PROJECT MANAGER PORT KC STATE OF MISSOURI PORT KC RAIL YARD IMPROVEMENT
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INTRODUCTORY INFORMATION Table of Contents List of Drawings BIDDING REQUIREMENTS Instructions to Bidders Bid Form Bid Bond CONTRACTING REQUIREMENTS Construction Contract DIVISION 1 – GENERAL REQUIREMENTS Section 01100 – Summary of Work DIVISION 2 – SITEWORK Section 02621 – Pipe Aggregate Underdrains DIVISION 3 – CONCRETE Section 031000 – Concrete Formwork Section 032000 – Concrete Reinforcement Section 033000 – Concrete DIVISION 7 – THERMAL & MOISTURE PROTECTION Section 072100 – Thermal Insulation DIVISION 31 – EARTHWORK Section 312316 – Excavation and Filling for Structures Section 316316 – Foundation Piling (Pressure Grouted Piles)
TOC-2
LIST OF DRAWINGS CONTRACT DRAWINGS
00 Cover Sheet 01 Anticipated Project Schedule 02 Site Plan 03 Bridging Slab Detail Sheet 1 of 2 04 Bridging Slab Detail Sheet 2 of 2 05 Waterproofing Details 06 Flashing Details
INSTRUCTIONS TO BIDDERS Rev. 0 Dated 9/8/2016 Bridging Slab Package Page 1 of 4 Port KC - Woodswether Terminal
INDEX
1.0 DECLINATION TO BID 2.0 GENERAL INFORMATION 3.0 BID PRICING 4.0 BID DATES 5.0 BID SUBMISSION 6.0 CONTACTS 7.0 SUPPLEMENTAL INFORMATION FOR BIDDERS 8.0 MILESTONE SCHEDULE
9.0 REJECTION OF BIDS 10.0 EXCEPTIONS TO BID
INSTRUCTIONS TO BIDDERS Rev. 0 Dated 9/8/2016 Bridging Slab Package Page 2 of 4 Port KC - Woodswether Terminal
1.0 DECLINATION TO BID
1.1 Immediately advise of intent to decline bidding, and please specify reasons for declination, and return all Bid Documents to PORT KC.
2.0 GENERAL INFORMATION
2.1 Request For Proposal: Bridging Slab Package – Woodswether Terminal
2.2 The Bid proposal solicited herein is for a contract to be awarded by PORT KC for Construction Services as described in the attached bid documents. A sample PORT KC Contract Agreement has been provided for reference for the Bidder.
2.3 Project General Description:
• Provide all labor, materials, and equipment required to construct the bridging slab in accordance with the approved plans and specifications.
2.4 These Instructions to Bidders shall govern the submission of Bid proposals. It is the Bidder’s
responsibility to read this entire document; review the Request for Proposal (RFP) and all enclosures, attachments, and Bid Documents; and to comply with all requirements specified herein. Proposals that do not conform to these instructions may be considered as non-compliant or non-responsive.
2.5 In the event of a conflict between this Instructions to Bidders and the Request for Proposal (RFP), the more stringent shall apply.
3.0 BID PRICING
3.1 Bidder's PRICE shall include all costs associated with providing and maintaining insurance in accordance with PORT KC's Insurance Requirements as indicated by the Contract Agreement attached.
3.2 Bidder shall include in its pricing all bonding requirements stipulated in the RFP.
3.3 Bidder shall NOT include sales and/or use taxes in its PRICE.
3.4 Bidder's PRICE shall include costs for setting up its equipment including all incidentals required to safely operate and maintain equipment as required to accomplish the intended task, and that may be required for stability of such equipment.
3.5 Bidder shall submit its proposal pricing utilizing PORT KC's Bid Form and Bid Price Breakdown form.
3.6 Bid Pricing must be valid for sixty (60) days after the Bid Due Date.
4.0 BID DATES
4.1 RFP Issue: Monday, September 12, 2016
4.2 Pre-bid meeting at the terminal: No pre-bid meeting will be held for this package. A pre-bid meeting was conducted for the Demolition and Trackwork packages.
4.3 Last date for questions or Requests For Information submitted to PORT KC regarding this solicitation is: Monday, September 19, 2016 by 5:00 p.m. CST
4.4 Bids Due: Thursday, September 22, 2016 by 1:00 p.m. CST
4.4.1 Only bid submissions received on or before the bid due date and time will be considered. Please advise immediately if unable to meet this requirement.
4.5 Bid Opening: Thursday, September 22, 2016 at 1:30 p.m. CST
INSTRUCTIONS TO BIDDERS Rev. 0 Dated 9/8/2016 Bridging Slab Package Page 3 of 4 Port KC - Woodswether Terminal
5.0 BID SUBMISSION
5.1 PORT KC is not responsible for any costs or expenses in preparing and/or submitting this Bid proposal.
5.2 Bid submission must include, at a minimum, the following fully executed documents (see also the Bid Documents section):
5.2.1 PORT KC’s Receipt of Bid Documents Form.
5.2.2 PORT KC’s Bid Form.
5.2.3 PORT KC’s Addenda Confirmation Form.
5.3 All Bidders must have previously submitted Qualification data acceptable to PORT KC for their Bids to be accepted.
5.4 Should Bidder have any value-added proposals of ways to save costs, shorten schedule, or otherwise make the project more successful, these should be included as additional line items in their proposals, but the provided Bid Forms must be completed for the WORK as specified.
6.0 CONTACTS
6.1 Should Bidder find discrepancies in, or omissions from, the Bid Documents or should their intent be unclear or ambiguous, Bidder must notify PORT KC. PORT KC will not be bound by, and Bidder must not rely on, any oral interpretations or clarifications of the Bid Documents.
6.2 Any and all bid questions shall be submitted to [email protected].
7.0 SUPPLEMENTAL INFORMATION FOR BIDDERS
7.1 Terms utilized in this Instructions to Bidders and Bid Documents shall be as commonly defined or the meaning specifically assigned in any Bid Document.
7.2 All Bid Documents received as part of this bid solicitation are the sole property of PORT KC and are intended solely for the WORK proposed herein.
7.3 No license or grant for any other use of the Bid Documents is extended.
8.0 MILESTONE SCHEDULE
8.1 Anticipated Notice To Proceed: Monday, October 3, 2016
8.2 Bridging slab construction shall be complete by Friday, November 11, 2016 ready for track construction. The Bridging Slab contractor will be responsible for coordinating all activities with the Trackwork contractor.
9.0 REJECTION OF BIDS
9.1 PORT KC reserves the right to reject any or all Bids, waive any formality in bidding or award only selected portions of the WORK.
9.2 By submitting a Bid proposal, Bidder acknowledges and agrees that PORT KC can reject work for the reasons noted, or any reason, and that Bidder shall not seek any recourse of any kind against PORT KC due to rejections.
10.0 EXCEPTIONS TO BID
10.1 The base Bid shall conform in all respects with the Request for Proposal (RFP).
10.2 Notices of discrepancies, omissions or clarifications must be in writing.
INSTRUCTIONS TO BIDDERS Rev. 0 Dated 9/8/2016 Bridging Slab Package Page 4 of 4 Port KC - Woodswether Terminal
10.3 Alternate proposal(s) may be offered for PORT KC’s consideration, provided the requested base WORK Bid proposal is submitted and all deviations or exceptions are separately listed for the Alternate Bid Proposal.
10.4 Price(s) may be offered for PORT KC’s consideration, based upon lower-tier subcontracting any or all portions of the WORK, provided that the bid proposal gives the names and locations of each lower-tier subcontractor and a complete description of WORK to be sub-subcontracted.
end
9/8/2016
NOTE: For Iinvitations for Bids, the terms "Offer" and "Offeror" shall mean "Bid" and " Bidder" respectively; and for Requests for Proposal, the terms "Bid" and "Bidder"
shall mean Offer and "Offeror", respectively, in this solicitation and any associated exhibits. Bids must be submitted on all quantities specified on this schedule.
NAME & TITLE OF OFFEROR'S REPRESENTATIVE: ________________________________________________________________ (print or type)
NAME OF OFFEROR: ________________________________________________________________ (print or type)
Port KC - Woodswether Terminal - Rail Yard Improvement Project
BID SCHEDULE
The Offeror is required to Sign and Date Each Page of the ScheduleSubmit All Pages with the Offer
1 of 1
PLANS OF PROPOSED
DATE:
FINAL PLANS
, P.E.
NAME OF CONTRACTOR:
DATE OF LETTING:
DATE WORK BEGAN:
DATE WORK COMPLETED:
DATE WORK ACCEPTED:
SUMMARY OF CHANGE ORDERS:
Signature of Registrant & Date
SUBMITTED
FOR LETTING 20
, P.E.
BURNS & McDONNELL ENGINEERING CO, INC
DESIGN ENGINEER/PROJECT MANAGER
PORT KC
STATE OF MISSOURIPORT KC
RAIL YARD IMPROVEMENT
PROJECT LOCATION
N70
169
35
TRK "A" STA 0+00
TRK 110 STA 14982+22.24=
BEGIN PROJECT
TRK "C" STA 8+34
TRK "B" STA 8+35=
END PROJECT
WOODSWETHER RD
LIB
ER
TY S
T
IH-70
BID DOCUMENTS ONLY
WOODSWETHER TERMINAL
02
SHEET NUMBER SHEET INDEX
TO THE PLANS AND CONTRACT.
WORK WAS COMPLETED ACCORDING
STATE
JOB
COUNTY
CONTROL SECTION
SHEET
NO.
DESIGN
GRAPHICS
CHECK
CHECK
FEDERAL AID or STATE PROJECT NO.
BMCD
BMCD
BMCD
BMCD
00MISSOURI JACKSON
SITE PLAN
02-03 BRIDGING SLAB DETAILS
00 COVER
01 ANTICIPATED PROJECT SCHEDULE
Bridging Slab Package
05
06
01110 SUMMARY OF WORK 01110
A. GENERAL
Furnish all necessary labor, supervision, materials, supplies, tools and equipment to complete the work in accordance with the Contract Documents and as shown in the construction plans.
B. PROJECT DESCRIPTION
This project includes site improvements consisting of the construction of a bridging slab structure. The work includes construction of auger-cast piles and a cast-in-place reinforced concrete slab supported by the piles, as well as underdrain system installation, earthwork (excavation and backfill), erosion control, demolition, and incidentals necessary for the construction of this project. The items of work and the basis of payment are as listed in the proposal.
END OF SECTION
02621 PIPE AGGREGATE UNDERDRAINS 02621
A. GENERAL
1. This section covers underdrains for locations as indicated in the CONTRACT
DOCUMENTS.
2. Pipe Aggregate Underdrains shall conform to APWA Section 2203.6. All the requirements of the Kansas City Metropolitan Chapter of the American Public Works Association, Standard Specification and Design Criteria (APWA) as amended and supplemented by the City of Kansas City Missouri Public Works Department apply, unless otherwise specified.
B. PAYMENT
“Pipe Aggregate Underdrains” shall be measured and paid for at the Contract Unit Price per linear foot as listed in the Bid Form-Unit Prices. Payment and price shall constitute full compensation for all labor, equipment, and material (including Pipe Connections, Connections to Inlets, Aggregates, Geotextile, Excavation, and Backfill) necessary to complete the item.
END OF SECTION
03 10 00 - 1
03 10 00 COM.DOCX 04/18/2016
SECTION 03 10 00 – CONCRETE FORMWORK
PART 1 - GENERAL
1.01 RELATED DOCUMENTS:
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division01 Specification Sections, apply to this Section.
1.02 SUMMARY:
A. This Section includes formwork for cast-in-place concrete.
1.03 RELATED REQUIREMENTS:
A. Section 03 20 00 - Concrete Reinforcement.
B. Section 03 30 00 – Concrete.
1.04 REFERENCE STANDARDS:
A. Applicable Standards:
1. American Concrete Institute (ACI):
a. ACI 117 - Specifications for Tolerances for Concrete Construction and Materials.
b. ACI 301 - Specifications for Structural Concrete.
c. ACI 318 - Building Code Requirements for Reinforced Concrete.
d. ACI 347R - Guide to Formwork for Concrete.
2. ASTM International (ASTM):
a. ASTM C31/C31M REV A – Standard Practice for Making and Curing Concrete
Test Specimens in the Field.
b. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
c. ASTM C1077 - Standard Practice for Laboratories Testing Concrete and Concrete
Aggregates for Use in Construction and Criteria for Laboratory Evaluation.
PART 2 - PRODUCTS
2.01 MATERIALS FOR FACING:
A.
B. Where concrete will not be exposed to view after construction:
1. Exterior grade plywood at least 5/8 inch thick.
2. Steel.
3. Wood fiberboard.
4. Dressed lumber free of loose knots.
C. Treat forms with commercially available form releasing agents that will not bond with, stain, or
adversely affect concrete surfaces. Agents shall not impair subsequent treatment of concrete
surfaces depending upon bond or adhesion, nor shall it impede the wetting of surfaces to be
cured with water or curing compounds. Form releasing agents shall be VOC compliant with a
maximum VOC content of 3.8 lbs./gal. (450 g/L), or less where area restrictions are more
stringent.
D. Clean forms of sawdust, dust, dirt, and other foreign materials.
2.02 FORM TIES:
A. Break back, coil, or screw type, except where otherwise specified.
B. Use water-seal coil type in walls below grade and in walls of water bearing structures.
Removable through-wall tapered ties shall not be used.
SECTION 03 10 00 – CONCRETE FORMWORK: continued
03 10 00 - 2
04/18/2016 03 10 00 COM.DOCX
C. Coil type shall leave conical depression in concrete.
D. Space as required against pressure of fresh concrete.
E. The portion of the form tie remaining in place shall provide for a clearance of two times the
minimum dimension of the tie, but not less than 3/4 inch, from the formed surface.
2.03 CHAMFER STRIPS:
A. Chamfer: 3/4 inch except where otherwise indicated.
B. Place in all forms to provide chamfer where concrete will have exposed projecting corners.
PART 3 - EXECUTION
3.01 FORM CONSTRUCTION:
A. Conform to ACI 301, 318, and 347R, except Shop Drawings for formwork, shoring, and
reshoring shall not be submitted for approval.
B. Adequately brace, stiffen, and support forms to prevent perceptible deflection or settlement,
and to hold plumb, level, and true to line.
C. Construct and maintain forms to the tolerances given in ACI 117.
D. Construct sufficiently tight to prevent mortar leakage.
E. Avoid offsets between adjacent forms and construct so that shores, braces, and stiffening
members are in line with those below.
F. Space studs and stringers as required to support facing against concrete pressure, but not more
than 12 inches for 5/8-inch plywood or 16 inches for 3/4-inch plywood. Maximum deflection
of facing materials reflected on concrete surfaces exposed to view shall be 1/240 of the span
between structural members of the formwork.
G. Use wales, strongbacks, shores, and bracing as required.
H. Form all necessary openings or chases for piping, ductwork, and similar items where indicated
or as required for the Work.
I. Construct forms to be removable in sections without marring concrete surface.
J. Surface of forms shall provide a smooth, dense, plane surface to finished concrete where
exposed to view.
K. Contractor shall be responsible for structural adequacy, design, engineering, and construction
of the formwork.
L. Stay-in-place metal forms shall not be used.
3.02 TIME-IN-PLACE FOR FORMS:
A. It is the responsibility of Contractor to consider all applicable factors and leave the formwork
in place until it is safe to remove them.
B. All removal shall be performed in a manner which will prevent damage to the concrete and
ensure the complete safety of the structure.
C. Where forms support more than one element, the forms shall not be removed until the form
removal criteria are met by all supported elements.
D. Evidence that concrete has gained sufficient strength to permit removal of forms shall be
determined by tests on control cylinders. All control cylinders shall be stored in the structure
or as near the structure as possible so they receive the same curing conditions and protection
methods as given those portions of the structure they represent. Control cylinders shall be
removed from the molds at an age of no more than 24 hours. All control cylinders shall be
prepared and tested in accordance with ASTM C31/C31M REV A and ASTM C39/C39M at
the expense of Contractor by an independent laboratory that complies with ASTM C1077.
Control cylinders shall be tested within 4 hours after removal from the Site.
SECTION 03 10 00 – CONCRETE FORMWORK: continued
03 10 00 - 3
03 10 00 COM.DOCX 04/18/2006
E. Forms shall not be removed unless the minimum time or minimum compressive strength
requirements below are met.
1. Formwork Not Supporting Weight of Concrete:
a. Formwork for walls, columns, sides of beams, gravity structures, slabs-on-ground
and other vertical type formwork not supporting the weight of concrete shall remain
in place 24-hours minimum after concrete placement is completed.
2. Formwork Supporting Weight of Concrete:
a. Formwork supporting weight of concrete and shoring shall not be removed until
structural members have acquired sufficient strength to safely support their own
weight and any construction or other superimposed loads to which the supported
concrete may be subjected. As a minimum, no forms or shoring shall be loosened
or removed until control concrete test cylinders indicate the concrete has attained
the following compressive strengths for the respective structural members:
Structural Member
Percent of Design
Compressive Strength
Unshored slab and beam forms or forms which
can be removed without disturbing shores
70
Slab or beam shoring 85
END OF SECTION 03 10 00
03 20 00 - 1
03 20 00 COM.DOCX 04/15/2010
SECTION 03 20 00 – CONCRETE REINFORCEMENT
1.01 SUMMARY:
A. This Section includes steel reinforcement bars, ties, welded wire fabric, bolsters, chair
supports, and accessories.
1.02 RELATED WORK SPECIFIED ELSEWHERE:
A. Section 03 10 00 - Concrete Formwork.
B. Section 03 30 00 - Concrete.
1.03 REFERENCE STANDARDS:
A. Applicable Standards:
1. American Society for Testing and Materials (ASTM):
a. A82 - Steel Wire, Plain, for Concrete Reinforcement.
b. A185 - Steel Welded Wire Reinforcement, Plain, for Concrete.
c. A615/A615M - Deformed and Plain Carbon Steel Bars for Concrete
Reinforcement.
d. A706/A706M - Low-Alloy Steel Deformed and Plain Bars for Concrete
Reinforcement.
2. American Concrete Institute (ACI):
a. 301 - Specifications for Structural Concrete.
b. SP 66 - Detailing Manual.
c. 318 - Building Code Requirements for Structural Concrete.
d. 117 - Specifications for Tolerances for Concrete Construction and Materials.
3. American Welding Society (AWS):
a. A5.5 - Low Alloy Steel Electrodes for Shielded Metal Arc Welding.
b. B2.1 - Welding Procedure and Performance Qualification.
c. D1.4 - Structural Welding Code Reinforcing Steel.
4. Concrete Reinforcing Steel Institute (CRSI):
a. Manual of Standard Practice.
1.04 SUBMITTALS:
A. Submit as specified in DIVISION 01.
B. Include, but not limited to, the following:
1. Complete bar schedule, bar details, and erection drawings to conform to ACI SP 66.
2. Drawing with each type of bent bar marked with identification mark. Straight bars shall
have mark number or be identified by size and length.
3. Erection drawings shall be clear, easily legible, and to a minimum scale of:
a. 1/4 inch = 1 foot (1:50).
b. 1/8 inch = 1 foot (1:100) if bars in each face are shown in separate views.
4. Size and location of all openings.
5. Concrete protective cover.
6. Grade of steel.
7. Lap splice lengths.
1.05 DELIVERY, STORAGE, AND HANDLING:
A. Store steel reinforcement blocked up off the ground and in orderly stacks.
B. Store only bars with the same identifying label in the same stack.
SECTION 03 20 00 – CONCRETE REINFORCEMENT: continued
03 20 00 - 2
04/15/2010 03 20 00 COM.DOCX
1.06 TESTING:
A. Perform at the mill for each heat.
B. Submit certified test results upon request.
PART 2 - PRODUCTS
2.01 REINFORCEMENT BARS, TIES, AND STIRRUPS:
A. Materials:
1. Conform to ASTM A615, Grade 60, except as otherwise specified.
2. Cold-drawn wire for spiral column ties shall conform to ASTM A82.
3. Reinforcement indicated or specified to be welded shall conform to ASTM A706.
B. Fabrication of Bars:
1. Fabricate with cold bends conforming to the recommended dimensions shown in
ACI 318.
2. Fabricate bars according to the tolerances given in ACI 117.
3. Field fabrication will be allowed only if Contractor has equipment to properly fabricate
steel.
4. Attach metal or plastic tags with identifying mark or length corresponding to mark
number or length on Drawing. Straight bars shall have mark number or size and length.
Bent bars shall have mark number.
5. Contractor may, at his option, continue steel reinforcement through openings in walls and
slabs, then field-cut the opening so that there will be the required concrete cover between
ends of bars and edge of opening.
2.02 BOLSTERS, CHAIRS, AND ACCESSORIES:
A. Conform to ACI SP 66 and the CRSI Manual of Standard Practice.
B. Provide all spacers, bolsters, chairs, ties, and other devices necessary to properly space, place,
support, and fasten steel reinforcement in place during the concrete placement.
C. Metal accessories shall be galvanized or plastic-coated where legs will be exposed in finished
concrete surfaces.
D. Do not use rocks, broken bricks, wood blocks, or concrete fragments for support of steel
reinforcement.
2.03 PRECAST CONCRETE BLOCK BAR SUPPORTS:
A. May be used only for bar supports in slabs on ground.
B. Conform to ACI SP-66 and the CRSI Manual of Standard Practice.
C. Each block shall have a minimum of 9 square inches (5800 square millimeters) of bearing area.
Space as required by the particular condition of weight, bearing surface, and rigidity of the
steel reinforcement.
PART 3 - EXECUTION
3.01 PLACEMENT OF STEEL REINFORCEMENT:
A. Place all steel reinforcement before concrete is cast in accordance with approved erection
drawings, ACI 117, Chapters 7 and 12 of ACI 318, and the CRSI Manual of Standard Practice.
B. Remove oil, mill scale, pitting, mud, loose rust, ice, and other materials that would reduce bond
from bars before placing.
C. Tie securely with 16 gage (1.6 mm) or larger annealed iron wire.
SECTION 03 20 00 – CONCRETE REINFORCEMENT: continued
03 20 00 - 3
03 20 00 COM.DOCX 04/15/2010
D. Place to maintain concrete cover to conform to AREMA Manual for Railway Engineering,
unless otherwise indicated.
E. Splice steel where indicated. Splices shall be in full contact and shall conform to Chapter 12 of
ACI 318.
1. Unless otherwise indicated, lap splices shall be Class B as defined by ACI 318.
2. Any additional Contractor-proposed splice shall be submitted for acceptance of location
and splice length.
F. Do not bend bars embedded in hardened or partially hardened concrete without approval from
Engineer. If bending is permitted, conform to procedures of ACI 301 unless otherwise
prescribed by the governing building code.
G. Do not weld reinforcing bars unless specifically indicated. Where welding is indicated,
provide bars conforming to ASTM A706/A706M and comply with AWS D1.4.
END OF SECTION 03 20 00
03 30 00 - 1
03 30 00 COM.DOCX 04/20/2016
SECTION 03 30 00 – CONCRETE
PART 1 - GENERAL
1.01 SUMMARY:
A. This Section includes concrete and related items.
1.02 RELATED REQUIREMENTS:
A. Section 31 63 16 – Foundation Piling (Pressure Grouted Piles).
B. Section 03 10 00 - Concrete Formwork.
C. Section 03 20 00 - Concrete Reinforcement.
1.03 REFERENCE STANDARDS:
A. Comply with the provisions of the following codes, specifications, and standards, except as
otherwise indicated.
B. Publication Dates: Comply with standards in effect as of date of the Contract Documents
unless otherwise indicated.
1. American Concrete Institute (ACI):
a. ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight,
and Mass Concrete.
b. ACI 301 - Specifications for Structural Concrete.
c. ACI 302.1R - Guide for Concrete Floor and Slab Construction.
d. ACI 304R - Guide for Measuring, Mixing, Transporting, and Placing Concrete.
e. ACI 305R – Guide to Hot Weather Concreting.
f. ACI 306R – Guide to Cold Weather Concreting.
g. ACI 308.1 - Specification for Curing Concrete.
h. ACI 309R - Guide for Consolidation of Concrete.
i. ACI 313 - Standard Practice for Design and Construction of Concrete Silos and
Stacking Tubes for Storing Granular Materials.
j. ACI 318 - Building Code Requirements for Structural Concrete.
k. ACI 506R - Guide to Shotcrete.
l. ACI 506.2 - Specification for Shotcrete.
2. ASTM International (ASTM):
a. ASTM B370 - Standard Specification for Copper Sheet and Strip for Building
Construction.
b. ASTM C31/C31M REV A – Standard Practice for Making and Curing Concrete
Test Specimens in the Field.
c. ASTM C33/C33M - Standard Specification for Concrete Aggregates.
d. ASTM C39/C39M – Standard Test Method for Compressive Strength of
Cylindrical Concrete Specimens.
e. ASTM C40/C40M – Standard Test Method for Organic Impurities in Fine
Aggregates for Concrete.
f. ASTM C42/C42M – Standard Test Method for Obtaining and Testing Drilled Cores
and Sawed Beams of Concrete.
g. ASTM C88 – Standard Test Method for Soundness of Aggregates by Use of
Sodium Sulfate or Magnesium Sulfate.
h. ASTM C94/C94M – Standard Specification for Ready-Mixed Concrete.
i. ASTM C114 – Standard Test Methods for Chemical Analysis of Hydraulic Cement.
j. ASTM C117 – Standard Test Method for Material Finer than 75µ (No. 200) Sieve
in Mineral Aggregates by Washing.
SECTION 03 30 00 – CONCRETE: continued
03 30 00 - 2
04/20/2016 03 30 00 COM.DOCX
k. ASTM C136/C136M – Standard Test Method for Sieve Analysis of Fine and
Coarse Aggregates.
l. ASTM C142/C142M – Standard Test Method for Clay Lumps and Friable Particles
in Aggregates.
m. ASTM C143/C143M REV A – Standard Test Method for Slump of Hydraulic
Cement Concrete.
n. ASTM C150/C150M – Standard Specification for Portland Cement.
o. ASTM C172/AC172M REV A – Standard Practice for Sampling Freshly Mixed
Concrete.
p. ASTM C192/C192M – Standard Practice for Making and Curing Concrete Test
Specimens in the Laboratory.
q. ASTM C231/C231M – Standard Test Method for Air Content of Freshly Mixed
Concrete by the Pressure Method.
r. ASTM C233/C233M - Standard Test Methods for Air-Entraining Admixtures for
Concrete.
s. ASTM C260/C260M REVA – Standard Specification for Air-Entraining
Admixtures for Concrete.
t. ASTM C295/C295M – Standard Guide for Petrographic Examination of
Aggregates for Concrete.
u. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds
for Curing Concrete.
v. ASTM C430 – Standard Test Method for Fineness of Hydraulic Cement by the 45µ
(No. 325) Sieve.
w. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.
x. ASTM C566 –Standard Test Method for Total Evaporable Moisture Content of
Aggregate by Drying.
y. ASTM C595/C595M - Standard Specification for Blended Hydraulic Cements.
z. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined
Natural Pozzolan for Use in Concrete.
aa. ASTM C881/C881M - Standard Specification for Epoxy-Resin-Base Bonding
Systems for Concrete.
bb. ASTM C1107/C1107M REVA - Standard Specification for Packaged Dry,
Hydraulic Cement Grout (Nonshrink).
cc. ASTM C1193 – Standard Guide for Use of Joint Sealants.
dd. ASTM C1218/C1218M - Standard Test Method for Water-Soluble Chloride in
Mortar and Concrete.
ee. ASTM C1315 - Standard Specification for Liquid Membrane-Forming Compounds
Having Special Properties for Curing and Sealing Concrete.
ff. ASTM D1751 - Standard Specification for Preformed Expansion Joint Filler for
Concrete Paving and Structural Construction. (Nonextruding and Resilient
Bituminous Types).
gg. ASTM D1752 REVA - Standard Specification for Standard Specification for -
Standard Specification for Preformed Sponge Rubber, Cork and Recycled PVC
Expansion Joint Fillers for Concrete Paving and Structural Construction.
hh. ASTM E1155 - Standard Test Method for Determining FF Floor Flatness and FL
Floor Levelness Numbers.
ii. ASTM E1155M – Standard Test Method for Determining FF Floor Flatness and FL
Floor Levelness Numbers (Metric).
3. Concrete Plant Manufacturers Bureau (CPMB):
SECTION 03 30 00 – CONCRETE: continued
03 30 00 - 3
03 30 00 COM.DOCX 05/04/2015
a. 100 - Concrete Plant Standards.
b. 102 - Recommended Guide Specifications for Batching Equipment and Control
Systems in Concrete Batch Plants.
4. Plant Mixer Manufacturers Division (PMMD):
a. 100 - Concrete Plant Mixer Standards.
5. Federal Specification (FS):
a. SS-S-200 - Sealants, Joint: Two-Component, Jet-Blast-Resistant, Cold-Applied,
for Portland Cement Concrete Pavement.
b. TT-S-227 - Sealing Compound: Elastomeric Type, Multi-Component (for Calking,
Sealing, and Glazing in Buildings and Other Structures).
6. National Bureau of Standards (NBS) Specifications for
Scales.
7. Truck Mixer Manufacturers Bureau (TMMB):
a. Truck Mixer, Agitator and Front Discharge Concrete Carrier Standards.
1.04 SUBMITTALS:
A. Submit as specified in Division 01.
B. Include, but not limited to, product data and Shop Drawings of the following:
1. Nonshrink grouts.
2. Admixtures.
3. Bonding agents.
4. Curing agents.
5. Concrete floor hardeners, sealers, and coloring compounds.
6. Expansion joint materials.
7. Joint sealants.
8. Waterstops.
9. Aggregate Concrete Floor Hardener.
C. Mill Certificates:
1. Submit to Engineer a minimum of one copy for each
cement shipment.
D. Concrete Mix Design Proportions:
1. Submit as specified in PART 2, Paragraph 2.01.D. - Mix
Proportions, this Section.
2. Submit for each mix design, including aggregate gradation
data.
3. Resubmit for any change in each mix design.
E. Production Test Reports: Submit as specified in Division 01 and PART 2, Paragraph 2.01.E. -
Measurement of Materials, this Section.
1.05 QUALITY ASSURANCE:
A. Field Testing: Shall be performed by an ACI Concrete Field Testing Technician Grade 1.
B. Submit qualification records of field testing and finishing technicians prior to placing concrete.
PART 2 - PRODUCTS
2.01 CONCRETE:
A. Materials:
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1. Cementitious Material: Use the following cementitious
materials, of the same type, brand, and source, throughout
Project:
a. Portland cement: ASTM C150, Type I
(1) Fly ash: ASTM C618, Class F
(2) Ground Granulated Blast-Furnace Slag:
ASTM C989, Grade 100 or 120.
b. The maximum amount retained on the No. 325 sieve shall be 10% as determined in
accordance with ASTM C430.
c. The maximum amount of alkalis (NA2O + 0.658 K2O) shall be 0.60% determined
in accordance with ASTM C114. A running average of three Samples shall not
exceed a maximum of 0.50%.
2. Fine Aggregate:
a. Conform to ASTM C33, except deleterious substances shall not exceed (by
weight):
(1) Clay Lumps: 0.25%.
(2) Material Finer than No. 200 (75µ) Sieve:
2.0%.
(3) Coal and Lignite: 0.25% except use sand
containing not more than 0.05% coal and
lignite when used in concrete for finished
floor surfaces.
(4) Other Deleterious Substances: 0.25%.
b. Approved service record of 3 years with a history indicating that the fine aggregate
is not chemically reactive.
c. For a new fine aggregate source, or when 3 years' approved service records are not
available, or when the service records are unacceptable; the aggregate shall be
evaluated for potential reactivity. Aggregate must be considered innocuous in
accordance with petrographic examination by ASTM C295.
d. Fine aggregate considered deleterious or potentially deleterious shall not be used
without approval.
e. Maintain fine aggregate free of ice and frozen lumps.
f. Fineness modulus shall be between 2.3 and 3.1.
3. Coarse Aggregate:
a. Conform to ASTM C33 except deleterious substances shall not exceed the
following percentages (by weight):
(1) Clay lumps and friable
particles...................... 1.0.
(2) Shale or shale-like
material............................. 1.0.
(3) Coal and lignite...............................................
0.05.
(4) Material finer than No. 200 sieve...................
1.5.
(5) Sum of all deleterious material.......................
3.0.
b. Approved service record of 3 years with a history indicating that the coarse
aggregate is not chemically reactive.
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c. For a new coarse-aggregate source, when 3 years' approved service records are not
available, or when the service records are unacceptable; the aggregate shall be
evaluated for potential reactivity. Aggregate must be considered innocuous in
accordance with petrographic examination by ASTM C295 and tests conforming to
ASTM C289.
d. Coarse aggregate considered deleterious or potentially deleterious shall not be used
without approval.
e. Blast furnace slag will not be permitted.
f. Maintain coarse aggregate free of ice and frozen lumps.
g. Grading Requirements:
(1) Size No. 467, from 1-1/2-inches (38-mm) to
No. 4 (4.75-mm) sieve for all concrete unless
otherwise specified.
4. Mixing Water:
a. Only potable water will be acceptable.
5. Admixtures:
a. Water-Reducing Type:
(1) Conform to ASTM C494, Type A.
(2) Conform to manufacturer's recommendations
for use.
(3) Technical assistance of the manufacturer's
field representative shall be furnished upon
request.
b. Air-Entraining Type:
(1) Conform to ASTM C260.
(2) Conform to manufacturer's recommendations
for use.
(3) Technical assistance of the manufacturer's
field representative shall be furnished upon
request.
(4) Testing of air-entraining admixtures shall
conform to ASTM C233.
c. Other Admixtures: Use only with Engineer's written concurrence.
(1) Water-Reducing, Retarding Type: Conform
to ASTM C494, Type D.
d. Admixtures shall not contain any chloride ions.
e. Storage: Admixtures shall be stored in such a manner as to avoid contamination,
evaporation, freezing, temperature changes, settling, or any damage which would
adversely affect their characteristics.
B. Laboratory Testing of Materials for Use in Concrete:
1. An approved independent testing laboratory shall be
selected and paid by Contractor to perform all required
laboratory tests of materials proposed for use in the
production of concrete and to determine mix proportions
when laboratory trial batches are required.
2. Contractor shall deliver representative Samples of all
proposed concrete materials to the laboratory for the
following testing:
a. Fine Aggregate:
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(1) ASTM C33
(2) ASTM C40.
(3) ASTM C88.
(4) ASTM C117.
(5) ASTM C136.
(6) ASTM C142.
(7) Fineness modulus.
b. Coarse Aggregate:
(1) ASTM C33
(2) ASTM C88.
(3) ASTM C136.
(4) ASTM C142.
c. Air-entraining admixture shall be tested conforming to ASTM C233.
3. The laboratory test results shall be part of the design mix
submittal specified in this PART 2, Paragraph 2.01.D. -
Mix Proportions.
C. Concrete Qualities Required:
1. Compressive Strength:
a. Minimum 28-day compressive strength = 4,500 psi (31 026 kPa) for all
construction unless otherwise indicated.
b. Compressive-strength determinations shall be made from 6-inch (150-mm)
diameter by 12-inch (300-mm) long concrete cylinders tested in accordance with
ASTM C39.
2. Slump of concrete shall be between 2 inches (50 mm) and
4 inches (100 mm) as tested in accordance with ASTM
C143.
3. Air Content:
a. 6% ±1.5% unless otherwise indicated or specified.
b. 3% maximum for all concrete receiving steel-troweled finish.
c. Testing shall be in accordance with ASTM C231.
4. Water-Cementitious Materials Ratio:
a. In addition to the aforementioned requirements, maximum water-cementitious
materials ratio shall be limited as follows:
(1) 0.45 for all concrete unless otherwise
specified.
(2) 0.40 for concrete exposed to freezing and
thawing in a moist condition or to deicing
chemicals.
5. Chloride Ion Content:
a. Maximum water-soluble chloride ion content, in percent by weight of cement:
(1) 0.30 for all concrete unless otherwise
specified.
b. Testing shall be in accordance with ASTM C1218.
D. Mix Proportions:
1. Concrete shall be homogeneous, readily placeable,
uniformly workable, and finishable; proportioned to
conform to ACI 211.1.
2. Mix proportions for all concrete, unless otherwise
specified, shall be selected preferably on the basis of field
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experience; but in the case where sufficient or suitable
strength test data is not available, concrete shall be
proportioned on the basis of laboratory trial mix design.
a. Field experience using test results within the preceding year, with the materials and
plant to be employed may be the basis of mix proportioning, provided that not less
than 30 consecutive satisfactory compressive-strength (or flexural-strength) tests on
concrete using the proposed materials with a similar mix are available. A
compressive-strength test is defined as the average 28-day compressive strength of
two companion cylinders made conforming to ASTM C172 and ASTM C31 and
tested conforming to ASTM C39. [A flexural-strength test is defined as the average
28-day flexural strength of two companion cross section beams conforming to and
tested in accordance with ASTM C78.]
(1) The standard deviation of compressive-
strength tests shall be computed as a basis
for design of the mix. The design average
compressive strength shall exceed the
specified strength by at least:
(a) 400 psi (2760 kPa) if standard deviation is less than 300 psi (2070 kPa).
(b) 550 psi (3800 kPa) if standard deviation is 300 to 400 psi (2070 to
2760 kPa).
(c) 700 psi (4830 kPa) if standard deviation is 400 to 500 psi (2760 to
3450 kPa).
(d) 900 psi (6200 kPa) if standard deviation is 500 to 600 psi (3450 to
4140 kPa).
(e) 1,200 psi (8275 kPa) if standard deviation is greater than 600 psi
(4140 kPa).
(2) Submit the following test data to Engineer
for approval prior to placing concrete:
(a) Fine Aggregate:
1). ASTM C33.
2). ASTM C40.
3). ASTM C88.
4). ASTM C117.
5). ASTM C136.
6). ASTM C142.
7). Fineness modulus.
(b) Coarse Aggregate:
1). ASTM C33.
2). ASTM C88.
3). ASTM C136.
4). ASTM C142.
(c) Cement:
1). Mill certificate.
2). ASTM C430.
(d) Concrete:
1). Fine and coarse aggregate, water and cement sources.
2). Mix proportions, slump and air content.
3). Data on 30 consecutive satisfactory compressive strength tests and
standard deviation calculations.
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b. Laboratory Trial Batch: When laboratory trial batches are used as a basis for
determining mix proportions, all such Work shall be performed by the laboratory as
specified in PART 2, Paragraph 2.01.B. - Laboratory Testing of Materials for Use
in Concrete, this Section.
(1) Laboratory trial batches shall be used to
establish a water-cement ratio, compression-
strength curve with at least three points, each
representing the strength of a separate trial
batch. At least one point shall be above and
one below the strength required. Each point
on the curve shall represent the average of at
least three cylinders tested at 28 days or an
earlier age when approved by Engineer. The
slump and air content shall be at the
maximum limits specified in PART 2,
Paragraph 2.01.C. - Concrete Qualities
Required, this Section.
(2) A point on the water-cement ratio,
compressive-strength curve shall be selected
that will provide an average compressive
strength at least 1,200 psi (8275 kPa) greater
than the specified minimum strength.
(3) Submit the following test data to Engineer
for approval prior to placing concrete.
(a) Fine Aggregate:
1). ASTM C33.
2). ASTM C40.
3). ASTM C88.
4). ASTM C117.
5). ASTM C136.
6). ASTM C142.
7). Fineness modulus.
(b) Coarse Aggregate:
1). ASTM C33.
2). ASTM C88.
3). ASTM C136.
4). ASTM C142.
(c) Cement:
1). Mill certificate.
2). ASTM C430.
(d) Concrete:
1). Fine and coarse aggregate, water and cement sources.
2). Laboratory mix proportions, slump and air content.
e. D4254 - Test Method for Minimum Index Density and Unit Weight of Soils and
Calculation of Relative Density.
f. D4318 - Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.
g. D6938 - Standard Test Methods for In-Place Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow Depth).
h. STP479 - Special Procedures for Testing Soil and Rock for Engineering Purposes,
5th Edition, "Burmister Method."
2. State of Missouri Standard Specifications for Highway Construction.
a. Division 200, Grading and Removals.
1.03 SUBMITTALS:
A. Submit as specified in DIVISION 1.
B. Includes, but not limited to, the following:
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1. Test results from laboratory testing of proposed borrow materials.
2. Test results from laboratory testing of granular fill and pipe embedment materials.
3. Erosion Control Plan
1.04 QUALITY ASSURANCE:
A. Sampling and Testing:
1. Owner will, through the services of an independent, commercial laboratory, perform all
tests of Owner-furnished materials.
2. Tests to determine conformance with all requirements of this Specification for quality
and properties of all Contractor-secured materials, including borrow materials (both on or
off Site) proposed for use, shall be performed by an independent commercial laboratory
retained and compensated by Contractor, and approved by Engineer.
3. When incorporating materials into the Project, quality control testing will be performed
during construction by a testing laboratory retained and compensated by Owner.
PART 2 - PRODUCTS
2.01 MATERIALS:
A. Definitions and classifications of materials used in this Section are stated in PART 3 -
EXECUTION this Section.
PART 3 - EXECUTION
3.01 EXCAVATION:
A. General:
1. Excavate all materials found within the designated limits for excavation.
2. Perform excavation by any recognized method of good practice to complete the Work in
the most expeditious manner in conformance with specified requirements.
3. Take precautions to ensure no damage to existing facilities or equipment, or other work.
4. Materials to be excavated are to be classified as:
a. Common excavation which shall include the removal of all materials other than
rock.
b. Rock excavation which shall include igneous, metamorphic, and sedimentary stone,
hard sandstone, hard shale or slate and cemented conglomerates of the above-
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mentioned materials encountered either in original formations or as boulders larger
than 14 cubic feet in volume which cannot be removed by means other than drilling
and blasting or drilling and wedging.
(1) If rock is encountered within the limits of the excavation, notify Engineer
immediately. Proceed with excavation only after measurements are made for
establishing the volume of rock excavation. Volume of rock excavation will
be considered as the existing in-place volume prior to excavation.
(2) Survey work, to accurately determine locations, elevations, and quantities of
Contract pay items, shall be performed during the course of construction by
Professional Surveyors registered in the State of Missouri. Surveyors shall
be retained and compensated by Contractor. Contractor shall notify Engineer
prior to commencing survey work.
(3) Contractor shall submit one copy of survey notes and field cross sections, on
the date completed, to Engineer and distribute other copies as specified in
DIVISION 1.
(4) Contractor shall designate a responsible member of his organization on the
Site during construction to maintain records of survey notes and field cross
sections, and to determine excavation quantities. He shall report excavation
quantities to Engineer on daily basis.
B. Make excavation area adequate to permit efficient erection and removal of forms and to
provide minimum clearances for filling as indicated.
C. Trim to neat lines where details call for concrete to be deposited against earth.
D. Excavate by hand in areas where space and access will not permit use of machines.
E. Notify Engineer immediately when excavation has reached the depth indicated.
F. Where rock is encountered in a portion of a structural excavation and a nonrock material is
encountered in an adjacent area of the same structural excavation, remove the rock to a
minimum of 18 inches below the depth indicated for the structure's base and replace with
structural fill.
G. Restoring Overexcavation:
1. Restore overexcavation of depth 6 inches or less as follows:
a. For structures that are required to rest on undisturbed earth, restore with concrete.
b. For structures that are required to rest on compacted granular fill base, restore with
compacted granular fill.
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2. Restore uniform overexcavation of depth greater than 6 inches with structural fill.
3. Restore nonuniform overexcavation by excavating to a uniform depth. Restore with
granular material for depth less than 6 inches or with structural fill for depth more than
6 inches.
4. Perform at no extra cost to Owner.
H. Top with 3-inch concrete seal coat if required to provide satisfactory subgrade for structural
base slabs.
1. Seal coats shall conform to applicable requirements of DIVISION 3.
3.02 STOCKPILING:
A. Stockpile in amounts sufficient for and in a manner to segregate materials suitable for the
following:
1. Topsoiling.
2. Constructing fills.
3. Structural fill.
4. Waste only.
B. Do not obstruct or prevent access to the following:
1. Roads and driveways.
2. Utility control devices.
3. Ditches or natural drainage channels.
4. Railroads.
5. Indicated waste or borrow areas.
6. Indicated material storage (lay-down) areas.
7. Indicated transmission lines and towers.
C. Perform in a manner to avoid endangering the work, stability of banks or structures, or health
of trees and shrubs to be saved.
D. Maintain safe distance between toe of stockpile and edge of excavation or trench.
E. Stockpile in other areas of the Site when adjacent structures, easement limitations, or other
restrictions prohibit sufficient storage adjacent to the Work. Off-Site areas, if required, shall
be arranged for by Contractor at no additional cost to Owner.
3.03 DEWATERING:
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A. Control grading around excavations to prevent surface water from flowing into excavation
areas.
B. Drain or pump as required to continually maintain, including days not normally worked, all
excavations and trenches free of water or mud from any source, and discharge to approved
drains or channels. Commence when water first appears and continue as required to keep
excavation free of standing water during entire time excavation is open.
C. Use pumps of adequate capacity to ensure rapid drainage of area, and construct and use
drainage channels and subdrains with sumps as required.
D. When water is found in the excavation due to Contractor negligence, remove unsuitable
excessively wet subgrade materials and replace with approved compacted fill material as
directed by Engineer and at no additional cost to Owner.
E. Contractor shall submit a dewatering plan prior to beginning excavation.
3.04 FILL:
A. General:
1. Place on stable, suitable subgrade approved by Engineer.
a. Obtain Engineer's approval and remove all forms, unsuitable material, and debris
from the subgrade or excavation area prior to commencing placement of any fill.
b. Do not place snow, ice, or frozen earth in fill and do not place fill on a frozen
surface.
2. Place adjacent to structures only after concrete has attained 70% of design strength and,
in the opinion of Engineer, a sufficient portion of the structure has been built to resist the
imposed load.
3. Place in layers of uniform thickness keeping the working surface of the entire area level.
4. Place adjacent to structures simultaneously on all sides of structures.
5. Exercise care in the use of heavy equipment in areas adjacent to structures.
B. Granular Fill:
1. Material shall be (crushed natural stone) (crushed rock) with the following gradation:
Sieve Size % Passing
(Square Openings) (By Weight)
1" 100
3/4" 90-100
3/8" 30-65
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No. 4 5-25
No. 8 0-10
No. 16 0-5
2. Gradation shall not vary from low limit on one sieve to high limit on adjacent sieve or
vice versa.
3. Sampling procedure shall conform to ASTM D75.
4. Material shall not have a loss of more than 15% after 5 cycles when tested for soundness
with sodium sulfate as described in ASTM C88.
5. Place on prepared subgrade where granular fill is indicated as a base for concrete slabs on
grade.
6. Lifts for all granular fill placed shall not exceed 6 inches in loose layer thickness.
7. Compact to 95% maximum relative density as determined by (ASTM D4253 and ASTM
D4254)
C. Structural Fill:
1. Materials used for structural fill shall be Grade 2 Aggregate per MoDOT Standard
Specifications Section 1009.
2. Moisture Conditioning:
a. Structural fill shall be moisture conditioned prior to placement so that it is between
5% below and 5% above optimum moisture as determined by ASTM D1557.
b. Prior to compaction, adjust moisture content of loose fill material to obtain the
specified degree of compaction.
c. Do not compact loose structural fill materials until the moisture content is brought
within the required placement moisture content range.
3. Placement and Compaction:
a. Place structural fill material in horizontal layers with an allowable maximum lift
thickness of 6 inches.
b. Compact structural fill material for backfill to a density not less than 95% nor
greater than 98% of maximum density as determined by ASTM D4253 and ASTM
D4254.
c. Contractor's placement and compaction operation shall be directed toward
producing an end product, with an average density between 95% and 98% of the
maximum density as determined by ASTM 1557.
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d. If the surface of the exposed subgrade or backfill has become too dry to permit a
suitable bond with the next lift, scarify the surface and add moisture to achieve the
required placement moisture content range prior to placement of the next lift.
e. If areas in which the subgrade or backfill has become softened as a result of
saturation, aerate and dry area to obtain a moisture content within the required
placement moisture content range. Recompact to the specified density.
f. Do not place structural fill material as backfill that contains frozen material or ice.
Do not place structural fill material as backfill on snow, ice, or frozen ground.
Contractor shall suspend placement operations during freezing conditions.
D. Earthen (Cohesive) Fill:
1. Includes suitable material from excavations and borrow areas.
2. Suitable material includes material that is free of debris, roots, organic matter, refuse,
ashes, cinders, and frozen matter, and which is free of rock with any dimension greater
than one-half the specified loose layer thickness.
3. Unsuitable materials include all material that does not conform to the above or other
materials that are determined by Engineer as too wet or otherwise unsuitable for
providing a stable fill.
4. That portion of material passing the No. 40 sieve shall have a liquid limit not exceeding
40 and a plastic index not exceeding 25 when tested in accordance with ASTM D4318.
5. The slope bounding the fill area, if steeper than six horizontal to one vertical, shall be
stepped or serrated prior to placing the fill material as indicated.
6. Material shall be friable sandy or silty clay containing sufficient fine material to provide a
dense mass free of voids when compacted. When impact compacted, these materials will
produce a well-defined moisture-density relationship curve.
7. Material shall not contain more than 10% by volume of rock and gravel and not contain
particles with maximum dimension greater than one-half the depth of the layer to be
compacted.
E. Sand and Gravel (Cohesionless) Fill:
1. Includes suitable material from excavations and borrow areas.
2. Suitable material includes material that is free of debris, roots, organic matter, refuse,
ashes, cinders, and frozen matter, and which is free of rock with any dimension greater
than one-half the specified loose layer thickness.
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3. Unsuitable materials include all material that does not conform to the above or other
materials that are determined by Engineer as too wet or otherwise unsuitable for
providing a stable fill.
4. Include gravels, gravel-sand mixtures, sands, and gravelly sands exclusive of clayey and
silty components. These materials have the following properties:
a. Free-draining.
b. Impact compaction will not produce a well-defined moisture-density relationship
curve.
c. The maximum density by impact methods will generally be less than by vibratory
methods.
5. Place sand and gravel fill in 12-inch maximum lifts (uncompacted depth).
6. Obtain compaction by use of approved vibratory rollers and other equipment during the
placement and grading of layers.
7. Compact to a minimum of 95% of relative density as determined by ASTM D4253 and
ASTM D4254
F. Concrete:
1. Includes all concrete used to restore bottom of excavation to proper elevation, and in
concrete seal coats.
2. Concrete shall be as specified in DIVISION 3.
G. Equipment:
1. Compaction equipment shall conform to the following requirements and be subject to the
approval of Engineer.
a. Tamping Rollers:
(1) May be towed or self-propelled.
(2) Have staggered, uniformly spaced knobs or feet. When fully loaded, they
shall exert at least 250 psi on combined area of tamping feet in contact with
ground.
(3) Be equipped with cleaning fingers maintained at full length to prevent
accumulation of material between feet.
(4) Maintain all equipment in good repair.
b. Pneumatic rollers:
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(1) Have two axles, not less than 9 wheels with pneumatic tires of equal size,
diameter, and ply rating, a rigid steel frame, and a body suitable for ballast
loading. Tracking wheels shall overlap by a minimum of 1/4-inch.
(2) Tires shall be uniformly inflated at all times.
(3) May be self-propelled or towed.
c. Vibratory rollers:
(1) Have either one or two smooth-surfaced steel drums with a minimum
diameter of 42 inches.
(2) Have a minimum vibrating force of 300 pounds per cycle per inch of drum
width.
(3) Have a minimum vibrating frequency of 1,200 cycles per minute with a
means of adjusting the resonance of the dynamic force.
(4) May be self-propelled or towed.
d. Power tampers shall be used for compaction of material in areas where it is
impractical or unsafe to use heavy equipment, and as recommended by Engineer.
e. Vibratory plate compactor may be used for compaction of sand and/or gravel
material in areas where it is impractical or unsafe to use heavy equipment, and as
recommended by Engineer.
3.05 DISPOSAL OF WASTE MATERIALS AND DEBRIS:
A. Waste Materials:
1. Waste material includes all excess suitable materials and materials unsuitable for use in
the Work.
2. Remove unsuitable materials from work area as excavated.
3. Deposit waste materials in locations and within areas designated by Engineer and as
indicated.
B. Debris:
1. Dispose of debris from clearing and grubbing (and demolition) at a location off the Site
as arranged for by Contractor at no additional cost to Owner or by burying on the Site
with approval of Engineer.
2. Place debris buried on the Site a minimum of 5 feet below finished grade in areas
acceptable to Owner. Indicate locations of buried debris on Contractor-furnished
construction record drawings.
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3. Contractor may claim and salvage any timber or other debris which he may consider of
value, but shall not delay in any manner either this Contract or other work with salvaging
operations.
4. Combustible waste material and debris may be burned subject to Contractor obtaining all
required permits and conducting all burning operations in strict accordance with
applicable regulations. Bury wastes from burning in approved areas and restore these
areas to natural conditions at the completion of this work.
END OF SECTION 312316
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SECTION 31 63 16 – FOUNDATION PILING (PRESSURE GROUTED PILES)
PART 1 - GENERAL
1.01 SUMMARY: A. Work under this Section consists of furnishing all labor, equipment, and materials necessary to
install all foundation piling for the structures as indicated for the Port Authority of Kansas City, Missouri, Track Upgrade project.
B. Pile type shall be auger cast, pressure grouted piles (hereinafter called Pressure Grouted Piles). C. Contractor and/or Subcontractor shall visit the Site prior to bidding to observe and review
specific Site conditions and requirements for equipment, methods, and costs to install piling. D. Contractor shall verify the location of all underground conduits, piping, duct banks and utilities
prior to installing piles. E. Contractor shall notify Owner a minimum of ten (10) working days prior to installation of
piles. F. Owner will retain the services of an approved Geotechnical Representative to be responsible
for the observation and recording of material verification, pressure grouted pile installation sequence and methods, and other quality control documentation. The presence of the Geotechnical Representative shall in no way relieve the Contractor of any obligation to install piles in accordance with the contract documents.
1.02 REFERENCE STANDARDS: A. General:
1. Standards listed by reference, including revisions by issuing authority, form a part of this Section to extent indicated. Standards listed are identified by issuing authority, authority abbreviation, designation number, title or other designation established by issuing authority. Standards subsequently referenced herein are referred to by issuing authority abbreviation and standard designation.
2. Where specifications and reference documents conflict, the Engineer will make the final determination of applicable document.
3. Unless otherwise noted, the latest revision of the following reference standards shall apply to this Section.
B. Applicable Standards: 1. American Concrete Institute (ACI):
a. 305.1 - Specification for Hot Weather Concreting. b. 306.1 - Specification for Cold Weather Concreting.
2. ASTM International (ASTM): a. A615/A615M - Deformed and Plain Carbon-Steel Bars for Concrete
Reinforcement. b. C31 – Making and Curing Concrete Test Specimens in the Field c. C33/C33M - Concrete Aggregates. d. C109/C109M - Compressive Strength of Hydraulic Cement Mortars (Using 2-inch
or 50-mm Cube Specimens). e. C125 - Concrete and Concrete Aggregates. f. C150/C150M - Portland Cement. g. C494/C494M - Chemical Admixtures for Concrete. h. C618 - Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete. i. C937 - Grout Fluidifier for Preplaced-Aggregate Concrete. j. C938 - Proportioning Grout Mixtures for Preplaced-Aggregate Concrete. k. C939 - Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).
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l. C940A - Expansion and Bleeding of Freshly Mixed Grouts for Preplaced-Aggregate Concrete in the Laboratory.
m. C941 - Water Retentivity of Grout Mixtures for Preplaced-Aggregate Concrete in the Laboratory.
n. C942 - Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory.
o. C953 - Time of Setting of Grouts for Preplaced-Aggregate Concrete in the Laboratory.
p. C1107/C1107M- Packaged Dry, Hydraulic-Cement Grout (Nonshrink). 3. U.S. Army Corps of Engineers:
a. CRD-C 620. Standard Method of Sampling Fresh Grout.
1.03 EXPERIENCE QUALIFICATIONS: A. Contractor or the Subcontractor to perform Work shall have a minimum of five years'
experience installing the type of Pressure Grouted Piles proposed. B. The name of Contractor’s field superintendent and key field personnel, along with an
experience statement of past work, shall be submitted at time of Bid. C. All other guidelines for submitting Subcontractor information shall be followed in accordance
with "INSTRUCTIONS TO BIDDERS."
1.04 SUBMITTALS: A. Submit as specified in DIVISION 01. B. Pre-Construction Submittals: Submit detailed information about installation procedures and the
proposed grout mix to Owner at least two weeks prior to pile installation. The information shall include: 1. Type of drilling equipment, including model, torque and crowd of drive head; a
description of the leads and torque arm, grout pump make, model and specifications. Contractor shall clearly identify equipment suitable for low overhead and limited access conditions, where applicable.
2. Detailed description of proposed method(s) and sequence of installation, including target auger rotation speed, drilling penetration rates, torque, crowd, grout pressures and estimated production rates.
3. Description and specifications of automated installation-monitoring equipment to be used for pressure grouted piles on the project. As a minimum, the submittal shall contain the following information: a. Manufacturer and model of the equipment and components. b. Description of equipment function. c. Sample of the information collected and printout provided. d. Certification that the equipment can provide the information outlined in this
Section. e. Records indicating that the equipment has been calibrated within the past 6 months.
4. Grout mix proportions and evidence that the proposed mix provides adequate strength and uniform consistency of grout without shrinkage, either from a currently prepared mix design for this Contract with documented 28-day breaks or from previous construction test records using the same suppliers and mix proportions.
5. Type, manufacturer, and chemical composition of cement. 6. Type, manufacturer or source, and purpose of admixtures, including required fluidifier
agent. 7. Gradation, fineness modulus, and source of fine aggregates.
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8. Certification of grout mix materials to be in compliance with "Applicable Standards," including cement, aggregate, and all admixtures.
9. Details of methods to be used to remove soil and debris from the top of pile after grouting.
10. Details of materials and methods to be used for centering reinforcing in the piles and maintaining required cover.
C. Construction and Closeout Submittals: 1. Submit daily to Owner, a record of each pile placed, including, but not limited to:
a. Date. b. Name of structure. c. Drawing numbers showing pile detail and pile location. d. Pile cap number. e. Pile number. f. Auger diameter. g. Auger pitch (note actual pitch each time measured in field; average the measured
length between a minimum of six auger flights). h. Alignment of crane leads (vertical or battered with angle). i. Start and stop time of augering. j. Description of soils penetrated. k. Description of bearing strata. l. Nature and location of obstructions, if encountered. m. Flow cone time in seconds and size of cone orifice, for each truck. n. Grout truck ticket number. o. Start and stop time of grouting. p. Pile length cast. q. Pile length after cutoff. r. Theoretical pile volume (based on auger diameter and depth of pile cast). s. Grout calibration factor and date/method of calibration. t. Pump calibration. u. Number of pump strokes to build initial pressure head. v. Grout pump strokes for each 5-foot increment of pile. w. Grout factor per 5-foot increment. x. Total pump strokes to complete pile. y. Overall grout factor (actual grout volume pumped into the pile divided by the
theoretical pile volume; the grout factor shall not include the grout required to fill the lines or auger nor any excess grout pumped at the ground surface).
z. Grout return (auger tip depth at the time that grout is first observed at the ground surface).
aa. Amount of grout used for each pile. bb. Cumulative amount of grout for the day. cc. Quantity and time of grout cube sets made. dd. Reinforcing steel placed (time, compliance with drawings, presence of centralizers,
difficulties during installation). ee. As-built elevation data (ground surface, pile tip and cutoff, and reinforcing steel).
Note compliance with installation tolerances. ff. Remarks concerning installation of pile.
2. Immediately upon completion of grouting for each pile, Contractor shall submit a printed copy of the automated measuring and recording equipment output to Geotechnical
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Representative as described in this Section. This data will be used for field evaluation by Geotechnical Representative to determine if re-drilling is required.
3. At the end of each working day, Contractor shall provide electronic raw data from the automated measuring and recording equipment for all piles installed in the past 24 hours.
4. Contractor shall submit grout compression test results to Owner within three (3) days of performing testing. Owner shall be notified immediately if any test indicates that the grout is or is likely to be below the specified strength.
1.05 MEETINGS A. Pre-Construction Meeting: A pre-construction meeting will be held immediately before start of
work. This meeting will be attended by the people assigned to the work who are ultimately responsible for the actual field pile installation work. Contractor’s field superintendent, foremen, operators, and installation crew shall attend this meeting. The topics addressed will include those listed below. The project specifications shall be reviewed with the construction crew to ensure full understanding of the following: 1. Safety requirements. 2. Status of submittals. 3. Site entry procedures. 4. Underground utility identification and location. 5. Survey for elevation and location of piles. 6. Grout delivery and placement requirements. 7. Excavated materials disposal. 8. Action required if potentially contaminated soil is encountered. 9. Testing and inspection. 10. Project pile specification review. 11. Grout pump calibration and computation of minimum required grout volume and number
of pump strokes. 12. Procedures for drilling the piles including pile spacing requirements. 13. Procedures for grout placement. 14. Procedures for re-drilling and re-grouting piles. 15. Procedures for installation of reinforcing cages, center reinforcing, and centralizers. 16. Procedures for finishing pile tops to final grade (topping off or bailing grout below
ground surface). 17. Chain of communications for piles not meeting specification requirements. 18. Responsibility for required reports.
PART 2 - PRODUCTS
2.01 PRESSURE GROUTED PILES: A. Piles shall be drilled, cast-in-place, pressure-grouted type, cylindrical piles having a minimum
diameter of 24 inches, unless otherwise indicated.
2.02 PILE INSTALLATION EQUIPMENT: A. The pile installation equipment for auger pressured grouted piles shall consist of a continuous
helical flight auger of the specified diameter. B. The helical auger shall be advanced with a hydraulic power unit of sufficient torque,
horsepower, and weight to advance the augers to practical auger refusal in the subsurface conditions present.
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2.03 ELECTRONIC MEASUREMENT AND RECORDING EQUIPMENT: A. Electronic measurement instrumentation shall be Pile Installation Recorder (PIR) by Pile
Dynamics, Inc. and supplied by the Contractor to monitor pile installation. The following measurements shall be recorded versus depth of the auger injection point, at 2-foot increments over the entire length of pile installation: 1. Auger rotation speed (rpm). 2. Depth of auger injection point (ft). 3. Torque delivered to auger (ft-lbs). 4. Crowd force (lbs). 5. Volume of grout for each foot of pile (ft3). 6. Maximum and minimum grout pressures (psi).
B. Calibration shall be made on all measuring and recording equipment at the beginning of the project to demonstrate that the values indicated by the automated equipment are within 3% of the values reported in the output. Calibrations shall be performed in accordance with the equipment manufacturer’s specifications. All measuring and recording equipment shall be recalibrated when Geotechnical Representative suspects that the drilling and grouting performance has changed.
C. Digital records shall be made of all acquired data and made available to the Geotechnical Representative in the format of raw output data from the monitoring equipment.
D. Grout pressure and grout volume shall be measured versus depth and time via magnetic flow meter.
E. Minimum specified grout ratio or volume per unit pile length measurement shall be clearly displayed to guide the Contractor during pile installation.
F. Monitoring equipment shall monitor rate of auger rotation and hydraulic torque drive pressures.
G. Data printout, in English units, shall include, at a minimum, the following: 1. Pile name. 2. Project name. 3. Date of pile installation. 4. Start and stop time of augering. 5. Rate of auger rotation vs. depth for every 5-foot increment, or less, of pile advancement
during the drilling process. 6. Start and stop time of grouting. 7. Volume of grout placed and grout ratio versus depth for every 2-foot increment, or less,
of pile placed. 8. Average maximum and minimum pump stroke pressures at ground level for every 2-foot
increment, or less, of pile placed. 9. Angle of pile installation.
2.04 GROUT: A. Nonshrink, cement-based grout, consisting of the following materials and so proportioned to
produce a hardened mortar with a compressive strength in 28 days of 4,000 psi, consistency as noted in 2.04.B and as referenced to ASTM C125: 1. Portland Cement: Type I conforming to ASTM C150. Grout mix shall have a minimum
of eight bags (94 lbs. each) of cement per cubic yard. 2. Special Pozzolan: Consisting of a finely powdered siliceous material and conforming to
ASTM C618. 3. Grouting Agent: Use a grouting agent (fluidifier) that will reduce the mixing water
requirements of the cement mortar, retard the setting time, decrease bleeding, eliminate
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setting shrinkage, increase fluidity, and conform to ASTM Specifications C494/C494M, C937, C938, C939, C940, C941, C942, C953, C1107/C1107M, and Corps of Engineers Specification CRD-C 620. Dry grouting agent shall be powdery and in as-manufactured condition at the time of use. Grouting agent shall be supplied in bags or other suitable containers that provide protection from the weather. Grouting agent that has been exposed to the weather shall not be used.
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.
B. Mixing: 1. Mix the cement grout with approved equipment and accurately measure all materials by
volume or weight. Charge the mixer in the following order: water, grouting agent, and other solids in order of increasing particle size. Rotate mixing drum 25 revolutions following placement of grouting agent or additives in the field, in order to provide proper mixing of grout.
2. Mixing time shall not be less than one minute producing a homogenous grout having a consistency ranging between 16 and 35 seconds when tested with a flow cone having a ½-inch opening, or between 10 and 25 seconds when tested with a flow cone having a ¾-inch opening, in accordance with ASTM C939. Provide a flow cone and perform the flow cone test at least once per truck within 30 minutes prior to use of grout from each truck, or as otherwise directed by Geotechnical Representative.
3. The grout shall have a minimum temperature during placement of 40° F and a maximum temperature during placement of 95° F.
4. If grout is agitated continuously and meets temperature and flow requirements, it may be held in the mixer up to 90 minutes after batching prior to placement in pile. This period may be extended to 2 hours, as approved by Geotechnical Representative.
5. Retempering grout will not be permitted. C. Pumping:
1. Use approved pumping equipment having a screen no larger than 3/8 inch between mixer and pump and having a working pressure gauge in clear view of the operator. The grout pump shall be a positive displacement pump capable of developing displacement pressures at the pump of at least 350 psi. All oil, rust inhibitors and solvents shall be removed from the grout pump and associated grout handling equipment.
2. Perform calibration of the pump in the field prior to installation of piles with Geotechnical Representative present to observe, according to the following: a. Place grout into the hopper and pump through the line and auger into a large
container of known volume not less than 7.0 cubic feet; i.e., a barrel or 55 gallon drum.
b. Perform calibration of the pump in the field at the beginning of the work, after repairs and/or maintenance that could affect pump performance, and at Geotechnical Representative's request if Contractor changes or varies equipment, or should volumes of grout take calculated during grout placement become suspect
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due to variations in calculated quantities or due to pump "short stroking" or missing complete strokes.
c. The pump calibration is performed by recording the number of strokes required to fill at least 75% of the calibration container, and is recorded as cubic feet per stroke. Grout flow shall be determined and recorded at the time of each calibration.
d. The Geotechnical Representative may require a calibration using a larger sample size (i.e. fully loaded grout trucks) if the reliability of the initial calibration is found to be in question by the Geotechnical Representative.
3. Contractor shall provide a positive means of counting pump strokes. Such methods may include digital or mechanical counters, or other methods approved in advance by Owner.
D. Grout Sampling and Grout Cube Compression Tests: 1. A qualified and independent testing laboratory shall be retained and compensated by the
Contractor to perform required grout compression tests. 2. Obtain and furnish brass or stainless steel cube molds. Prepare cube specimens (2 inches
x 2 inches x 2 inches) for sampling and testing in accordance with the provisions of CRD-C 620 and ASTM C1107/C1107M, respectively. Prepare and cure grout cubes in accordance with ASTM C31, ASTM C942 and ASTM C1107/C1107M. Transport the cubes carefully to the laboratory and cure and test grout cubes in accordance with ASTM C1107/1107M and ASTM C109/C109M, as applicable.
3. Furnish to the testing laboratory 6 test cubes for each 20 cubic yards of grout placed, with a minimum of 6 cubes for each day's placement, if less than 20 cubic yards are placed in a day. Owner may revise this frequency of obtaining and furnishing grout cubes throughout the course of construction, contingent upon Contractor providing uniform consistency of grout, but to not less than 2 sets of 6 test cubes per day generally representing one set of morning and one set of afternoon installation activities.
4. The Geotechnical Representative may require additional grout sampling and testing from trucks where excessive water is added, or the temperature and/or consistency vary significantly from previously supplied batches for the purpose of confirming grout strength.
5. 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.
2.05 REINFORCING STEEL: A. Reinforcing steel: ASTM A615/A615M, Grade 60 unless otherwise indicated. B. Provide reinforcing steel cages as indicated. Contractor shall be responsible for providing
completed cages, and for picking and placing steel to the indicated elevations. C. Provide spacers to maintain appropriate clearance from borehole walls, at the top and bottom
of the reinforcing cage and at maximum vertical increments of 10 feet in-between, with a minimum of three (3) locations utilized. Provide a minimum of four (4) spacers at each location on the reinforcing cage required.
D. Do not position the reinforcing steel in the pile until the reinforcing steel assembly has been inspected by Geotechnical Representative.
PART 3 - EXECUTION
3.01 FIELD MARKING AND ELEVATIONS: A. Contractor shall provide ground surface elevation reference and mark auger leads at 1-foot
intervals, beginning with 0 foot at the top of auger travel and progressing to respectively higher numbers down the length of the leads, to permit determination of the pile tip elevation, as well
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as depths relative to stratigraphic profile. If sectional augers are used, measure each section to determine the total length of auger and keep the auger string intact to permit accurate measurement of pile penetration.
B. Survey and establish pile locations in the field, with pile number and type, and working surface elevation indicated on a pin, flag, or stake in accordance with the Drawings. Replace pins, flags or stakes when damaged during the course of the work.
3.02 PILE DRILLING: A. A sufficient quantity of grout to complete the pile shall be on site or in transit prior to the start
of drilling. B. Place the piles using a continuous helical flight, hollow-shaft auger drilled to the specified pile
tip elevation, penetration, or refusal. C. Install with a leads system restrained from rapid twisting, rotation, movement, or shifting while
drilling. Install with fixed leads or swinging leads with a rigid bar attachment to the crane, as approved by Owner. Provide a series of penetrating feet at the base of the leads section to prevent walking and provide a bottom auger guide and intermediate auger guide(s) when augers are more than 40 feet long, attached firmly to the leads.
D. Use of pressure injection during drilling with water will not be permitted. The use of pressure injection during drilling with compressed air shall only be permitted with prior approval of Owner. Upon request of Owner, Contractor shall monitor the amount and rate of compressed air used during the pressure injection drilling.
E. The auger tip shall be positioned directly above the staked location, and the mast or leads plumbed. Plumbness of the mast or leads shall be checked with a hand level after setting the mast or leads for each pile.
F. The grout port at the tip of the auger shall be plugged prior to drilling to preclude entrance of soil or water during drilling.
G. Initiate installation by allowing the weight of the suspended tools to bear on the ground surface and begin auger rotation.
H. Advance the auger at a continuous rate which prevents removal of excess soil. Ground subsidence due to removal of excess material shall be corrected by the Contractor at no additional cost to Owner.
3.03 PILE PENETRATION: A. Pile tips shall extend to practical refusal of the drilling tool. Practical refusal is defined as a
penetration rate of less than 3 inches per minute under full weight of drill head and auger at maximum torque of hard surfaced bits designed for drilling soft rock. Anticipated pile lengths are indicated.
B. In the event of dispute concerning bearing elevation, when requested by Geotechnical Representative, withdraw the auger to permit visual inspection of auger cuttings and auger tip.
C. Upon visual examination of the cuttings at the intended bearing elevation extend, terminate, or adjust pile penetration as required by Geotechnical Representative.
3.04 GROUT PLACEMENT A. Upon reaching the required penetration, stop or reduce the rate of rotation. Lift the auger 6
inches and begin pumping cement-based grout under pressure through the hollow stem auger to establish a minimum of 5 feet of grout head above the tip of the auger. Carefully and slowly withdraw auger while pumping to maintain a grout head during withdrawal not less than 5 feet.
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B. Place piles 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 pile placement or cold joints forming in the pile.
C. If 5-foot of grout head is not observed (identified as the depth of the tip of the auger when fluid grout appears at the ground surface), the Contractor shall re-drill and re-grout the pile to the full depth.
D. Auger shall be withdrawn at a smooth, continuous rate. If the auger jumps upward during withdrawal, if the grout pressure decreases, or if the grouting is interrupted for any reason, the auger shall be reinserted to a minimum of 5 feet below the tip depth of the auger when the interruption occurred or to the bottom of the pile, whichever is less, and the rate of withdrawal shall be decreased to prevent further jumping or pressure decrease.
E. Auger shall not be rotated counterclockwise as the auger is withdrawn. F. Pumping shall be continued until the tip exits the ground surface. G. Withdraw auger at a rate such that the cumulative grout factor for the total length of pile shall
not be less than 1.20. If any 5-ft increment of pile is discovered to have a grout factor less than 1.15, then re-drill the hole to a depth where all of the 5-foot intervals below this zone have a minimum grout factor of 1.20 and restart the grouting operation.
H. When using automated monitoring equipment, the grout factor shall be measured and maintained at 2-foot increments.
I. The minimum grout factor may be adjusted by the Owner based on consistency of pile installation technique, grout head and other factors.
J. If calculated quantities of grout volume placed indicate less volume than that calculated as necessary to complete the pile in place with the minimum grout factors noted above, then re-drill the hole to the original tip elevation and restart grouting operation.
K. Volume of grout placed will be as noted on the printout from the automated instrumentation and monitoring equipment, or calculated using the stroke count from a calibrated pump as described herein.
L. Equipment or materials made of aluminum shall not be used to transport, convey, form, or place grout.
3.05 INSTALLATION OF REINFORCING STEEL A. Remove spoils from around the top of the pile and screen the top of pile to remove any soil,
debris or other spoils prior to installation of the reinforcing steel. B. Place the required reinforcing steel using appropriate centralizers and restraints to establish and
maintain the reinforcing steel location, both horizontal and vertical, within the tolerances specified in this Section and to provide the required grout cover. Do not place the reinforcing steel in the pile until it has been inspected by the Geotechnical Representative.
C. Clean reinforcing steel of all foreign matter, including oil, prior to placement into pile. D. Place steel at the locations and to the elevations indicated. E. Reinforcing steel shall not be forced to the design elevation by excessive impact loading or
more than 500 pounds of dead weight. The use of mechanized equipment (e.g., front end loader bucket, skid steer loader, other) shall not permitted for advancement of the reinforcing steel. The method of reinforcement steel placement shall not cause the potential for tie steel displacement. If reinforcing steel cannot be readily placed to the design elevation with reasonable effort, as determined by the Geotechnical Representative, the reinforcing steel shall be removed, and the pile shall be re-drilled and re-grouted.
F. Immediately after placement, secure and adequately support the reinforcing steel, and fully protect the pile head from all construction activity until the pile has sufficiently hardened.
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3.06 COMPLETION OF PILE INSTALLATION A. Contractor shall supply and operate surveying equipment for the determination of the specified
elevations for the pile top and all reinforcing steel elements. B. At Contractor's option and cost, terminate the piles at the cutoff elevation or extend to the
ground surface to be cut off after final set of mortar and the excavation for the pile cap has been made.
C. Make all reasonable efforts to adjust the grout level to the plan pile cut-off elevation while the grout is fresh, if piles will be terminated at cutoff elevation. The exposed grout surface shall be screened to remove any spoils, and fresh grout removed from the top of the pile until the plan pile cutoff elevation is established.
D. Where the planned pile cutoff elevation is at or above the working grade, or when pile cutoff elevation is below grade and soils will not stand open without support, temporary casing (i.e. cans or sleeves) shall be installed around the pile tops to reach the plan pile cutoff elevation. The grout shall be screened and checked for contamination before and after the installation of the casing. 1. Temporary casing may consist of steel casing, round fiber form, Sonotube, or formwork. 2. Temporary steel casing shall have a minimum inside diameter equal to the plan diameter
of the pile. 3. Temporary casing shall be of sufficient thickness and stiffness to restrain it from
excessive deformation during grout placement and to provide adequate support to the entire required grout column during curing.
4. Temporary casing shall be removed by Contractor prior to placing concrete for mats, pile caps, and/or grade beams.
5. Contractor shall be responsible for structural adequacy of temporary casing. E. Subsidence of fresh grout may occur. Monitor piles for a minimum of 2 hours after
completion. Add grout to the pile after completion as required to maintain the plan pile cutoff elevation, but not after the grout surface has hardened to the point where a cold joint would be formed or where soil materials have fallen on top of the pile.
F. Cut off piles by methods which will not damage the reinforcing steel and/or the concrete of the pile portion left in place.
G. Remove spoils generated by pile installation activities and dispose of at an off-site location, or as otherwise designated by the Owner.
3.07 PROTECTION OF COMPLETED PILE INSTALLATION: A. Do not install piles within the near vicinity to freshly placed piles until 12 hours have elapsed
from time of placement or until the freshly placed piles have hardened sufficiently as to preclude the possibility of hydrostatic head causing the grout to break through to the hole being drilled.
B. Because of potential variations in Site conditions which may exist both in lateral extent and vertical depth, Contractor shall be responsible for determining: 1. The time at which piles have hardened sufficiently if less than 24 hours, and 2. The minimum acceptable radial distance to which a new pile can be placed within the
near vicinity to freshly placed piles. C. The acceptable radial distance, whether to an immediately adjacent pile or pile in close
proximity, shall not under any circumstances be less than six (6) pile diameters in a radial direction from the centerline of freshly placed piles.
D. If a freshly placed pile breaks through to the hole being drilled, regardless of time for curing or radial distance, the freshly placed pile breaking through will be rejected immediately, and Contractor shall be responsible for replacement of the rejected pile(s) along with the following:
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1. The hole being drilled shall be re-drilled and completed; 2. The pile to break through shall be brought back up to grade with either fresh grout or fine
sand, at Geotechnical Representative's direction; and 3. The reinforcing steel shall either be left in place or shall be removed and salvaged, at the
Owner’s direction. E. Any concentrated loads from equipment must be distributed to prevent compressing or
shearing the soil in the top area of the piles. Concentrated loads (e.g. cranes, etc.) must be kept at least 10 feet away from the pile until final set of the grout has occurred.
F. Prevent all debris and foreign material from falling into fresh mortar. G. Provide hot weather protection to grout mix, installation equipment during placement, and
fresh grout during curing in conformance with ACI 305.1, or as directed by Owner. H. Provide cold weather protection to grout mix and installation equipment during placement to
prevent installation of grout less than 40° F in accordance with ACI 306.1. I. Provide cold weather protection to all exposed surfaces of fresh grout during curing in
conformance with ACI 306.1 or as directed by Owner.
3.08 HEAVING: A. Heaving shall be considered as movement of the pile butt in excess of 1 inch either after or
before final set of the mortar. B. Owner will determine whether replacement of the heaved piles will be required.
3.09 INSTALLATION TOLERANCE: A. Piles shall not exceed a variation from the vertical of more than 1/4-inch per foot of pile length. B. The center of the pile head shall not vary from plan location at cutoff by more than 3 inches. C. Acceptable tolerance in finished top of pile elevation relative to that indicated shall not be
more than 1.0-inch. Contractor may elect to trim piles to cutoff elevation after the pile cap is excavated.
D. Acceptable tolerance of top of steel reinforcement from that indicated shall not be more than 1.0-inch.
3.10 REJECTED PILES: A. Owner will determine the acceptability of all piles placed and may reject those piles which do
not conform to the Specifications. B. Completed piles will be considered acceptable if they meet all of the requirements of this
Section and there were no occurrences which, in the opinion of the Owner, could be detrimental to the integrity of the pile.
C. As directed by Owner, for those piles which have been rejected, pile shall either be left in place, or cut off; and then install one or more new piles at locations designated by the Owner to replace the rejected pile and maintain symmetry of the pile group or cluster.
3.11 RECORDS: A. Contractor shall provide to Owner a copy of all records produced during pile installation
activities, including any electronic or hardware monitoring equipment records utilized. Copies of the records shall be provided at the end of each working day.