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

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)

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


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


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.

mailto:[email protected]


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)

SIGNATURE: ____________________________________________________________________ DATE: _____/_____/_____

ITEM NO.

PAY ITEM NO. DESCRIPTION UNIT QTY

(EST.)UNIT PRICE

$

EXTENDED PRICE

$

SITE WORK001 Excavation CY 340

002 Granular Fill CY 111

003 Insulation SY 37

004 Pipe Aggregate Underdrains LF 125

PILES005 Auger Cast Piles LF 1,038

BRIDGING SLAB006 Slab Structure LS 1

007 Waterproofing SY 57

TRANSITION SLAB008 Slab Structure LS 4

009 Waterproofing SY 124

SUBTOTAL

MOBILIZATION

PERFORMANCE AND PAYMENT BOND

Total Bid

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

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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. 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.


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.


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.


A. Section 31 63 16 – Foundation Piling (Pressure Grouted Piles).

B. Section 03 10 00 - Concrete Formwork.

C. Section 03 20 00 - Concrete Reinforcement.


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



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):


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.

3). Water-cement ratio, compressive-strength curve.

4). ASTM C1218.

3. Prior to placing any concrete, the laboratory selected by

Contractor shall report the results of the testing and mix

designs to the following:


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a. Engineer, (one copy).

b. Resident Project Representative, Field Office (one copy).

c. Contractor (copies as required).

d. Concrete Supplier (copies as required).

E. Measurement of Materials:

1. General Requirements:

a. Conform to ACI 304R.

b. Beam or springless dial-type scale conforming with NBS - "Specifications for

Scales."

c. Volumetric measurement of water shall be performed with an approved automatic

valve.

2. Concrete Plant Scale Accuracy and Calibration Frequency:

a. The concrete plant scales shall be accurate to ±0.4% of the capacity of the scale.

b. The scales shall be calibrated at intervals as specified in PART 3, Article 3.09 -

Testing, this Section.

3. Individual Batch Accuracy:

a. Cement: ±1.0%.

b. Water: ±1.0% by volume or weight.

c. Aggregates: ±2.0%.

d. Admixtures: ±3.0% by volume or weight.

F. Mixing and Delivery:

1. Conform to ACI 304R.

2. Cement temperature, when added to mix, shall not exceed

170ºF (77ºC).

3. Adjust the amount of mix water to compensate for the

moisture content of the aggregates.

4. Concrete Plant:

a. Conform to "Concrete Plant Mixer Standards" of the Plant Mixer Manufacturers

Division, Concrete Plant Manufacturers Bureau, and "Concrete Plant Standards" of

the Concrete Plant Manufacturers Bureau.

b. Charge with 5% to 10% of the mixing water both in advance and after the addition

of aggregates and cement.

c. Charge with remaining water uniformly with the other materials.

d. Avoid charging in excess of manufacturer's rating.

e. Discharge mixed concrete completely prior to recharging.

f. Mixing Time:

(1) Start immediately when all ingredients,

except the last of the water, are in the mixer.

(2) Minimum mixing time shall conform with

mixer manufacturer's instructions, but not be

less than the following:

(3)

Capacity of Mixer

Cubic Yards

Minimum Time

of Mixing

1 or less……………………………. 1 minute

2…………………………………… 1 minute, 15 seconds

3…………………………………… 1 minute, 30 seconds

4…………………………………… 1 minute, 45 seconds


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5…………………………………… 2 minutes

6…………………………………… 2 minutes, 15 seconds

Add 15 seconds' mixing time for each additional cubic yard of concrete.

5. Mixing of Concrete at Plant Off Jobsite:

a. Mix concrete in central mixer or truck mixer. Transport in truck mixer turning at

agitation speeds only.

b. Water added to concrete having a slump below the specified minimum shall be at

Contractor's risk. If the water added produces a slump greater than the specified

maximum, the concrete will be rejected. If water is added, the concrete shall be

remixed for a minimum of 25 revolutions. Water shall not be added after the truck

mixer has begun to discharge concrete.

c. Truck mixer shall conform to "Truck Mixer, Agitator, and Front Discharge

Concrete Carrier Standards" of the Truck Mixer Manufacturers Bureau.

d. Ready-mixed concrete shall be produced and delivered conforming to ASTM C94

as applicable.

e. Contractor shall furnish Owner with a concrete delivery ticket for each load of

concrete. The ticket shall have the following information recorded:

(1) Serial number of ticket.

(2) Time batched.

(3) Time arrived on jobsite.

(4) Amount of concrete (by volume).

(5) Mix number.

(6) Amount of all water added at jobsite by

Contractor.

(7) Name of ready-mix batch plant.

(8) Date.

(9) Truck number.

(10) Name of purchaser.

6. Plant and truck mixer uniformity shall be tested according

to ASTM C94. Frequency of tests shall be as specified in

PART 3, this Section.

2.02 GROUT:

A. Grout for Dry Packing:

1. Volume: 1 part Portland cement to 2 parts sand.

2. Keep water to a minimum as required for placing by the

dry packing method.

3. Place after the mixed grout has been allowed to stand for 2

hours.

4. The sand and cement shall be as specified for concrete.

B. Flowable Nonshrinking Grout:

1. Required for setting handrail posts, for setting equipment

recommended by the manufacturer to be set with

nonshrinking grout, and in other places indicated.

2. Grout shall be nonmetallic and conform to ASTM C1107.

3. Prepare and place conforming to manufacturer's printed

instructions.


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4. For equipment bases, the concrete surfaces shall be grit

blasted or roughened with a chipping hammer prior to

grouting. The foundation plates shall be cleaned of any

grease, oil, paint, primers, or epoxy coatings.

C. Grout for Bonding:

1. Proportion (by weight): 1 part cement to 1-1/2 parts sand.

2. Keep water to a minimum.

2.03 BONDING AGENT:

A. Provide moisture-insensitive, epoxy-resin bonding agent conforming to ASTM C881, Type V.

2.04 CONCRETE ACCESSORIES:

A. PVC Waterstops:

B. Expansion Joints:

1. Expansion Joint Filler: Preformed asphalt-impregnated

fiber of thickness indicated and conforming to ASTM

D1751. Use where indicated.

2. Bond Breaker: Polyethylene tape or other plastic tape as

recommended by sealant manufacturer.

3. Sealant Backer Rod: Provide closed cell backer rod or

other backing material as recommended by sealant

manufacturer.

4. Joint Sealants:

a. Multi-component sealant as follows:

(1) Joint Sealant - General Use:

(a) BASF Building Systems: Sonneborn Sonolastic NP 2 (vertical use) and

Sonolastic SL 2 (horizontal use).

(b) Epoxy Systems Products Company: Product #11.

(c) Euclid Chemical Company: Eucolastic II.

(d) Pecora Corporation: NR-200, Dynatred.

(2) Joint Sealant - Industrial Floors (Shore A

hardness >80):

(a) BASF Building Systems: Sonneborn TF-100.

(b) Euclid Chemical Company: EUCO 800.

(3) Joint Sealant - Traffic Grade (conforming to

FS TT-S-227):

(a) BASF Building Systems: Sonneborn Sonolastic SL 2.

(b) Epoxy Systems Products Company: Product #913.

(c) Pecora Corporation: Dynatrol II SG.

(d) Sika Corporation: Sikaflex-2c NS TG.

(4) Joint Sealant - Potable Water Treatment and

Storage Facilities:

(a) Sika Corporation: Sikaflex-2c NS.

(5) Joint Sealant - Wastewater Treatment and

Storage Facilities:

(a) BASF Building Systems: Sonneborn Polysulfide Sealant.

(b) Pecora Corporation: Synthacalc GC2+.

(c) Sika Corporation: Sikaflex-2c NS.


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(6) Joint Sealant - Jet-Fuel Resistant

(conforming to FS SS-S-200):

(a) Epoxy Systems Products Company: Product #917.

(b) Pacific Polymers: Elasto-Seal 200.

(c) Pecora Corporation: Urexpan NR-300.

C. Preformed Contraction Joints: Zip Joint T-shaped plastic strip as manufactured by BoMetals,

Inc., Powder Springs, Georgia. Depth of preformed construction joint shall exceed 1/4 of the

slab thickness.

D. Flashing Reglets:

1. Fabricate of sheet metal, open-type with continuous groove

1-1/8 inches (30 mm) deep minimum by 3/16 inch (5 mm)

wide at opening and sloped upward at 45 degrees. Top

surface shall have toothed lip section to anchor upturned

edge of metal snap-lock counter flashing when inserted.

[Sheet metal shall be stainless steel, 0.011-inch (0.28-mm)

minimum thickness, Type 302 or Type 304, Number 2D

finish, soft temper.] [Sheet metal shall be copper strip for

building construction, weight 16 ounce per square foot (4.8

kg per square meter) minimum, ASTM B370, cold-rolled

temper.]

2.05 CURING AGENT:

A. Apply to all concrete surfaces unless otherwise indicated or specified.

B. Curing agent shall conform as follows:

1. ASTM C309, Type 1: Use where concrete surface is not

exposed to direct sunlight after placement.

2. ASTM C309, Type 1-D: Use where slabs are exposed to

direct sunlight for a period of seven days minimum after

placement. Curing and sealing agent with fugitive dye

shall be readily distinguishable upon the concrete surface

for at least four hours after application but shall be

inconspicuous within seven days after application.

3. ASTM C309, Type 2: Use as specified in PART 3, Article

3.05 - Hot Weather Concreting, this Section.

C. Curing compound used on floors to be sealed, painted, tiled, topped, dampproofed,

waterproofed, or covered with resilient floor covering shall be guaranteed not to interfere with

application of sealer, paint, tile mortar, or tile adhesive after a 28-day curing period.

D. Curing compound shall be VOC compliant with a maximum VOC content of 2.9 lbs./gal

(350 g/L), or less where Project location regulations are more stringent.

PART 3 - EXECUTION

3.01 PREPARATION FOR CONCRETE PLACEMENT:

A. Openings Through Concrete: Provide openings through concrete as indicated and for the

proper installation of all equipment, piping, wiring, ductwork and similar items, installed under

this Contract.

B. Installation of Embedded Items:

1. Provide for accurate installation of embedded items

installed under this Contract.


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2. Securely fix floor drains in place to prevent flotation while

placing concrete. Uniformly and accurately slope finish

floor slab toward the drains.

3. Embedded items shall be as indicated or specified, or as

selected by Contractor and approved by Engineer.

4. During cold weather, protect pipe sleeves, shear pockets,

and blockouts from moisture which may freeze, expand,

and crack the sleeve, pocket or blockout and concrete

structure.

5. Grease or tape anchor bolt threads to protect from concrete

splatter.

C. Installation of Joints:

1. Construction Joints:

a. Location:

(1) Locate joints, which are not indicated or

specified, in conformance with ACI 318.

(2) Locate joints to limit the length of all

concrete placements to not more than 30

feet.

(3) Obtain Engineer's approval of joints located

by Contractor prior to preparation of

reinforcing steel drawings.

b. Preparation and Installation:

(1) Clean and break laitance or other foreign

material from bonding surface.

(2) Tighten forms remaining in place (where

applicable) to prevent seepage between

forms and hardened concrete.

(3) Provide waterstops and shear keys as

indicated or specified and as required in any

new construction joint requested by

Contractor.

c. Waterstops:

(1) Install in all construction joints where

indicated.

(2) Install conforming to manufacturer's printed

instructions. All joints and splices of PVC

waterstop shall be 100% fused. Use

thermostatically controlled splicing iron as

recommended by manufacturer.

(3) Metal waterstops shall be welded with a

continuous watertight weld or bolted with a

minimum contact lap of 12 inches (300 mm).

2. Expansion Joints:

a. Install filler, backer rod and sealant in strict conformance with manufacturer's

written instructions.

b. Reinforcing steel shall not extend through expansion joints unless indicated

otherwise.


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c. Attach rigid joint filler to the face of the joint prior to placing adjacent concrete.

The filler shall occupy the entire width of the joint.

d. Install sealant backer rod for sealant except where indicated to be omitted. Install

bond breaker where indicated.

e. Clean joints surfaces immediately before application of sealant.

f. Install joint sealants to conform to ASTM C1193. Tool sealants to provide smooth,

uniform bead with a slightly concave surface, eliminate air pockets, and insure

sealant contact and adhesion with sides of joint.

g. Protect joints from moisture and ice during freezing.

3. Contraction Joints: As specified in this PART 3, Article

3.03 - Finishing, this Section.

3.02 PLACING OF CONCRETE:

A. Conventional Placing:

1. General Requirements:

a. Conform to ACI 304R.

b. Bonding surfaces, including reinforcement, shall be clean, free of laitance and

foreign materials.

c. Face horizontal bonding surfaces with 1-inch (25-mm) thick coat of fresh "grout for

bonding." Wet all other surfaces.

d. Place concrete on properly prepared and unfrozen subgrade and only in dewatered

excavation and forms.

e. Use forms for all concrete except where otherwise indicated or specified.

f. Do not place concrete that has partially hardened or has been contaminated by

foreign materials.

g. Prevent mud or foreign materials from entering the concrete or forms during

placement operations.

2. Conveying:

a. Convey concrete from the mixer and deposit in place by methods which will

prevent the segregation or loss of materials.

b. Equipment for chuting, pumping, and pneumatically conveying concrete shall be of

such size and design as to provide a practically continuous flow of concrete at the

delivery end.

c. Aluminum conveying equipment shall not be used.

3. Depositing:

a. Place concrete in continuous horizontal lifts not to exceed 2 feet (600 mm), and

place concrete against bulkheads and keyways at vertical joints.

b. Maximum free drop of concrete and grout for bonding shall be 5 feet (1.5 meters),

in walls 10 inches (250 mm) or less in thickness, with 1-foot (300-mm) additional

drop allowed for each inch (25 mm) of wall thickness over 10 inches (250 mm),

with a maximum drop of 10 feet (3 meters).

c. When vapor barrier is used, keep lapped joints closed and take precautions to avoid

puncturing the barrier.

4. Consolidation of Concrete:

a. Consolidate concrete in conformance with ACI 309R. Characteristics and

application of concrete vibrators shall be as set forth in Table 5.1.5.

b. Provide an adequate number of vibrators of sufficient capacity to keep up with the

maximum rate of concrete placement. Keep on hand adequate standby equipment

in good operating condition.


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c. Vibrate concrete only until the concrete is thoroughly consolidated and the voids

filled, as evidenced by the leveled appearance of the concrete at the exposed surface

and the embedment of the surface aggregate.

d. Insert internal vibrators vertically to the full depth of the layer being placed and into

the previous layer. Do not drag vibrators through the concrete. Insert and

withdraw vibrator slowly with the vibrator running continuously so that no hole

will be left in the concrete. Do not flow concrete from one location to another by

use of a vibrator.

e. Consolidate concrete layer to full depth when using a surface vibrator. Use thinner

layers or a more powerful vibrator if necessary to achieve complete consolidation.

f. Use form vibrators only where sections are too thin or where sections are

inaccessible for internal vibrators.

5. Time Requirements:

a. Place concrete at a sufficient rate to assure that lifts below have not taken initial set

before fresh concrete is deposited.

b. Place concrete within 45 minutes after mixing. This period may be extended to

1 hour and 30 minutes provided that the combined air temperature, relative

humidity, and wind velocity are such that the plasticity of the fresh concrete is

satisfactory for placement and consolidation, and that the specified mixing water is

not exceeded. Concrete which has partially set shall not be retempered but shall be

discarded.

B. Placing Concrete at Joints:

1. Bed horizontal joints with 1 inch (25 mm) of grout for

bonding.

2. Take precautions to ensure tight, well-bonded construction

joints with no air pockets or voids.

3. Take special precautions to avoid bending or displacing

waterstop while placing concrete around it.

4. Delay construction at a joint a minimum of 16 hours where

placement is continued past joint, except where otherwise

indicated.

3.03 FINISHING:

A. Unformed Surfaces:

1. Screed Finish:

a. Use as first stage for all concrete finishes.

b. Use as final finish on surfaces that will be covered by additional concrete, grout

placement, or mortar setting bed except as otherwise specified.

c. Immediately after screeding, use a wood float, darby, or bullfloat to eliminate high

and low spots and to embed large aggregate. This shall be done in a manner to

produce even, uniform surfaces so that surface irregularities do not exceed 3/8 inch

in 10 feet (9 mm in 3 meters) when used as final finish.

2. Floated Finish:

a. Use as second stage of broomed, troweled, or magnesium-troweled finish.

b. Float with mechanical float. Hand floating will be permitted only in areas

inaccessible to mechanical float.

c. On surfaces not to receive troweled or magnesium-troweled finish, finish with

wood or cork float after mechanical floating to a true uniform surface so that


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surface irregularities do not exceed 1/8 inch in 10 feet (3 mm in 3 meters), except at

floor drains.

3. Broomed Finish:

a. Use as final finish on all outdoor slabs.

b. After floated finish, draw a stiff bristle broom across the surface making uniform

corrugations, perpendicular to the direction of traffic, not more than 1/16 inch

(1.6 mm) deep.

4. Contraction Joints:

a. Locate as indicated.

b. Maintain true alignment with straightedge.

c. Joints shall be grooved except where sawed joints are indicated.

(1) Slab on grade joints shall be sawed.

d. Grooved Joints:

(1) Perform during the finishing process.

(2) Width of groove shall not exceed 1/4 inch (6

mm).

(3) Depth of groove shall be at least 1 inch (25

mm).

e. Sawed Joints:

(1) Cut joints with power blade as soon as

concrete surface is firm enough to resist

tearing or damage by the blade and before

random shrinkage cracks can occur.

(Usually required 4 to 12 hours after

finishing.)

(2) Make joints approximately 1/8 inch (3 mm)

wide with depth equal to 1/4 the slab

thickness unless otherwise indicated.

(3) Seal where indicated with the same type

sealant specified for expansion joint sealant.

B. Formed Surfaces:

1. Repair surface defects as specified in PART 3, Paragraph

3.03.C. - Repair of Defective Surfaces, this Section.

C. Repair of Defective Surfaces:

1. Defined as any concrete surface showing misalignment,

rock pockets, poor joints, holes from ties, voids,

honeycomb, or any other defective area.

2. Repairing:

a. Repair as soon as forms have been removed.

b. Chip surface back to minimum depth of 1/2 inch (13 mm), chip edges perpendicular

to surface, prewet depression and brush with neat cement immediately before

patching.

c. Patch surfaces using stiff mortar with same sand-cement ratio as original concrete

and with minimum water for placing. Blend with white cement to match concrete

color.

d. Compact mortar into depressions so that after curing, hole is filled and mortar is

flush with surface. Use hammer and ramming rod for compacting the holes.

e. Moist-cure for 3 days or use curing compound.


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f. Engineer shall be notified of areas containing defects or where reinforcing steel is

exposed, prior to determination of repair method.

3.04 CURING:

A. Cure concrete by one of the following methods in accordance with ACI 308.1:

1. Leaving in forms for a minimum of 7 days. Keep

formwork wet to prevent drying of concrete surfaces.

2. Use of saturated bats, soaker hoses, or sprinkler for a

minimum of 7 days. Keep concrete continuously wet.

3. Using polyethylene sheets applied in full contact with

surfaces.

4. Using one coat of a liquid membrane forming compound as

specified. Apply immediately after removal of forms

(which have been continuously wet); or in case of a slab,

after the concrete has been finished and is hardened

sufficiently to walk on.

5. Curing of concrete during hot or cold weather shall

conform to PART 3 - Hot Weather Concreting and Cold

Weather Concreting, this Section.

3.05 HOT WEATHER CONCRETING:

A. Follow the recommendations of ACI 305R if any of the following conditions occur:

1. When the temperature is 90ºF (32ºC) or above.

2. When the temperature is likely to rise above 90ºF (32ºC)

within the 24-hour period after concrete placement.

3. When there is any combination of high air temperature,

low relative humidity, and wind velocity which would

impair either concrete strength or quality.

B. Concrete shall have a maximum temperature of 85ºF (29ºC) during placement.

C. Dampen subgrade and forms with cool water immediately prior to placement of concrete.

D. Protect freshly placed concrete immediately after placement so that the rate of evaporation as

determined by ACI 305R (Figure 4.2) does not exceed 0.2 pound per square foot (1.0 kg per

square meter) per hour.

E. Protect concrete with suitable insulation if rapidly decreasing nighttime temperatures occur,

which would cause thermal shock to concrete placed during warm daytime temperatures.

F. Protect the concrete with temporary wet covering during any appreciable delay between

placement and finishing.

G. Begin curing unformed surfaces immediately after finishing and continue for 24 hours. Curing

shall consist of application and maintenance of water-saturated material to all exposed

surfaces; horizontal, vertical, and otherwise. After the 24-hour interval, continue curing using

one of the following methods:

1. Moist curing for 6 days.

2. Application of one coat of curing compound as specified.

3. Application and maintenance of curing paper or heat-

reflecting plastic sheets for 6 more days.

H. Begin curing formed concrete immediately after placing. Curing shall consist of keeping forms

continuously wet for 24 hours. Thereafter, continue curing using one of the following

methods:


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1. Loosen forms and position soaker hose so that water runs

down along concrete surfaces. Continue for 6 days.

2. Strip forms and apply curing compound as specified. Do

not allow concrete surfaces to dry prior to application of

curing compound.

3.06 COLD WEATHER CONCRETING:

A. When the temperature is 40ºF (4.4ºC) or is likely to fall below 40ºF (4.4ºC) during the 24-hour

period after concrete placement, follow the recommendations of ACI 306R to prevent loss of

concrete strength or quality.

B. Minimum temperature for concrete as mixed shall be as indicated on lines 2, 3, and 4 of

Table 5.1 of ACI 306R. Maximum temperature for concrete as mixed shall be 10ºF (5.6ºC)

greater than the corresponding minimum temperature.

C. Place and maintain concrete so that its temperature is never less than the temperature indicated

on line 1 of Table 5.1 of ACI 306R. Maintain the required temperature for the time duration

indicated on Tables 5.1 and 7.1 of ACI 306R.

D. Monitor temperature of concrete in place at corners or edges of formwork as applicable.

E. Air Heaters:

1. Do not expose concrete to carbon monoxide or carbon

dioxide fumes from heaters or engines.

2. Oil- or coke-burning salamanders will not be permitted.

3. Heaters shall be ultramatic portable heaters made by the

Union Chill Mat Company or Engineer approved equal.

4. Personnel shall be present at all times to maintain safe,

continuous operation of heating system.

F. Control temperature and humidity of protected concrete so that excessive drying of concrete

surfaces does not occur.

G. Calcium chloride will not be permitted as a concrete accelerator or to thaw frozen subgrade

prior to concrete placement.

H. The maximum allowable temperature drop during the first 24-hour period after protection is

discontinued shall be as indicated on line 1 of Table 5.1 of ACI 306R.

I. Cure the concrete in accordance with Chapter 10 of ACI 306R.

3.07 LOW-STRENGTH CONCRETE:

A. Low-Strength Concrete:

1. Defined as either:

a. Concrete whose average, of any sets of three consecutive 28-day compressive

strength tests, is below the required 28-day strength.

b. Concrete whose individual 28-day strength test (average of two cylinders) is more

than 500 psi (3450 kPa) below the required 28-day strength.

2. Should concrete meet either definition of low-strength

concrete as a minimum, the Contractor shall take the

following steps:

a. Increase the cement content. The increase shall be based on a statistical evaluation

of the strength data, the design water-cement ratio, compressive-strength curve, and

acceptable mix-design literature as follows:

(1) If sufficient concrete has been furnished to

accumulate 30 tests, these should be used to


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03 30 00 COM.DOCX 05/04/2015

establish a new target average strength in

accordance with ACI 318, Section 5.3.

(2) If less than 30 tests have been made, the new

target average strength should be at least as

great as the average strength used in the

initial selection of the mix proportions.

Increase the target average strength based on

a statistical evaluation of the available

strength data, the design water-cement ratio,

compressive-strength curve, and acceptable

mix-design literature. If the statistical

average equals or exceeds the initial mix-

design level, a further increase in the average

level is required.

b. Remove and replace with acceptable concrete when the quality and location of the

low-strength concrete is such that Engineer considers the strength or durability of

the structure is impaired and so orders.

3. Low-strength concrete shall be considered defective Work

as defined in General Conditions.

B. Potentially Low-Strength Concrete: Defined as concrete whose 7-day test (average of two

cylinders) is less than 70% of the specified minimum 28-day compressive strength.

3.08 TESTING:

A. Field Testing of Concrete Plant and Mixing Trucks:

1. The concrete plant shall be inspected and tested to ensure

conformance with ACI 304R and the "Concrete Plant

Standards of the Concrete Plant Manufacturers Bureau."

The scales shall be calibrated at the initial setup and at 3-

month intervals thereafter.

2. Mixing trucks shall be inspected and tested to ensure

conformance with ACI 304R and "Truck Mixer and

Agitator Standards of the Truck Mixer Manufacturers

Bureau" of the National Ready-Mix Concrete Association.

Tests shall be done at initial setup and every 3 months

thereafter.

3. Submit test reports when requested.

B. Field Testing of Concrete and Making of Concrete Test Cylinders

1. Contractor shall furnish test equipment, test cylinder

molds, and certified personnel to perform all required field

tests, make the required concrete test cylinders, and deliver

test cylinders to the testing laboratory. The prescribed tests

shall be made in the presence of or with the concurrence of

the Owner.

2. Field testing personnel shall be on Site throughout

placement of concrete.

3. Concrete sampling for tests and cylinder making shall be

done conforming to ASTM C172. Samples shall be taken

at random and at the point of truck discharge.

4. Perform the following tests:


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a. Moisture content, ASTM C566. Perform this test a minimum of twice a day and

adjust the amount of mix water to compensate for the moisture content of the

aggregates.

b. Prepare test cylinders conforming to ASTM C31, with not less than one set of

cylinders (four cylinders) from each day's placement for each 100 cubic yards

(75 cubic meters) or fraction thereof.

c. Slump test conforming to ASTM C143. Perform tests on the first batch produced

each day, for every 50 cubic yards (38 cubic meters) or fraction thereafter, and with

every set of test cylinders. Additional tests shall be run when directed by Engineer.

d. Air content test conforming to ASTM C231. Perform for first batch of day and

with each set of test cylinders.

e. The batch of concrete being tested for slump or air content shall not be placed until

acceptable results are obtained.

f. Discard concrete used for slump and air tests.

g. Perform concrete and air temperature tests for first batch of day and with each set of

test cylinders. Additional readings shall be taken when directed by Engineer.

h. Any batch of concrete with slump or air content not in conformance with

Specifications shall be rejected.

i. Furnish slump, air content, and temperature test results to the testing laboratory for

inclusion in the cylinder test reports.

C. Laboratory Testing of Aggregates and Concrete During Construction:

1. An independent testing laboratory will be selected and paid

by Owner to perform the required laboratory tests and

statistical evaluations of aggregates and concrete being

used in the Work.

a. Laboratory will cure and test concrete cylinders conforming to ASTM C192 and

C39, testing two cylinders at 7 days of age and two at 28 days of age.

b. Contractor shall have the right to observe all phases of concrete cylinder curing and

testing. Should Contractor observe any deviations from the prescribed testing

procedures that he considers detrimental to concrete strength test results, he shall

immediately notify Owner in writing.

c. Contractor shall assist laboratory in obtaining Samples of fine and coarse aggregate

for testing.

d. Contractor shall make arrangements with the testing laboratory to receive copies of

test reports. The cost of providing a maximum of two copies of each report to the

Contractor will be paid by Owner.

e. Should the test results indicate low strength concrete as defined in PART 3, Article

3.07 - Low-Strength Concrete, this Section, Contractor shall take immediate

corrective action.

f. Should the statistical data indicate an excessive margin of safety, the concrete mix

may be modified subject to Engineer's approval.

g. Should the material tests taken during construction indicate nonconformance with

the Specifications, Contractor shall take immediate corrective action.

3.09 REPAIR, REPLACEMENT, AND FIELD MODIFICATIONS:

A. Embedded items and concrete that are misplaced or damaged during construction shall not be

repaired, replaced, or field-modified without approval of Engineer.


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07 21 00 ANF.DOCX 12/22/2015

SECTION 07 21 00 – THERMAL INSULATION

PART 1 - GENERAL

1.01 SUMMARY:

A. This Section includes:

1. Extruded polystyrene foam-plastic board.

2. Molded polystyrene foam-plastic board.



A. Publication Dates: Comply with standards in effect as of date of the Contract Documents


B. ASTM International:

1. ASTM C578: Specification for Rigid, Cellular Polystyrene Thermal Insulation.

2. ASTM C612: Specification for Mineral Fiber Block and Board Thermal Insulation.

3. ASTM C665: Specification for Mineral-Fiber Blanket Thermal Insulation for Light

Frame Construction and Manufactured Housing.

4. ASTM C920: Specification for Elastomeric Joint Sealants.

5. ASTM C1371: Test Method for Determination of Emittance of Materials near Room

Temperature Using Portable Emissometers.

6. ASTM D4397: Specification for Polyethylene Sheeting for Construction, Industrial, and

Agricultural Applications.

7. ASTM D5116: Guide for Small-Scale Environmental Chamber Determinations of

Organic Emissions from Indoor Materials/Products.

8. ASTM E84: Test Method for Surface Burning Characteristics of Building Materials.

9. ASTM E136: Test Method for Behavior of Materials in a Vertical Tube Furnace at

750ºC.

C. California Department of Public Health:

1. Standard Method for the Testing and Evaluation of Volatile Organic Chemical Emissions

from Indoor Sources Using Environmental Chambers.

D. Cellulose Insulation Manufacturers Association:

1. Bulletin #2: Standard Practice for Installing Cellulose Insulation.

E. NFPA:

1. NFPA 285: Method of Test for the Evaluation of Fire Propagation Characteristics of

Exterior, Nonload-Bearing Wall Assemblies Containing Combustible Components.

1.04 SUBMITTALS:

A. Product Data: For each type of product.

B. Product Test Reports: For each product, for tests performed by a qualified testing agency.

C. Evaluation Reports: For foam-plastic insulation, from ICC-ES.

1.05 DELIVERY, STORAGE, AND HANDLING:

A. Protect insulation materials from physical damage and from deterioration due to moisture,

soiling, and other sources. Store inside and in a dry location. Comply with manufacturer's

written instructions for handling, storing, and protecting during installation.

B. Protect foam-plastic board insulation as follows:

1. Do not expose to sunlight except to necessary extent for period of installation and

concealment.

SECTION 07 21 00 – THERMAL INSULATION: continued

07 21 00 - 2

12/22/2015 07 21 00 ANF.DOCX

2. Protect against ignition at all times. Do not deliver foam-plastic board materials to

Project Site until just before installation time.

3. Quickly complete installation and concealment of foam-plastic board insulation in each

area of construction.

PART 2 - PRODUCTS

2.01 EXTRUDED POLYSTYRENE FOAM-PLASTIC BOARD:

A. Extruded polystyrene boards in this article are also called "XPS boards." Roman numeral

designators in ASTM C578 are assigned in a fixed random sequence, and their numeric order

does not reflect increasing strength or other characteristics.

B. Extruded Polystyrene Board, Type IV (Compressible Material): ASTM C578, Type IV, 25-psi

(173-kPa) minimum compressive strength; unfaced; maximum flame-spread and smoke-

developed indexes of 25 and 450, respectively, per ASTM E84.

2.02 MOLDED POLYSTYRENE FOAM-PLASTIC BOARD:

A. Molded Polystyrene Board, Type IX : ASTM C578, Type IX, 25-psi (173-kPa) minimum

compressive strength.


31 23 16 ENR.DOC 312316-1

082207

SECTION 312316 - EXCAVATION AND FILLING FOR STRUCTURES

PART 1 - GENERAL

1.01 SUMMARY:

A. This Section includes all necessary excavation and filling (under and adjacent to structures),

for structures and all related work.

B. Related Work Specified Elsewhere:

1. Concrete - DIVISION 3.

1.02 REFERENCES:


1. American Society for Testing and Materials (ASTM): Equivalent AASHTO Standards

may be substituted as approved by Engineer.

a. C88 - Test Methods for Soundness of Aggregates by Use of Sodium Sulfate or

Magnesium Sulfate.

b. D75 - Practice for Sampling Aggregates.

c. D1556 - Test Method for Density and Unit Weight of Soil In Place by the Sand-

Cone Method.

d. D1557 - Test Method for Laboratory Compaction Characteristics of Soil Using

Modified Effort (56,000 ft-bf/ft3 (2700 kN m/m3)).

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:

SECTION 312316 - EXCAVATION AND FILLING FOR STRUCTURES: continued

312316-2 31 23 16 ENR.DOC

082207

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-


31 23 16 ENR.DOC 312316-3

082207

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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082207

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


312316-6 31 23 16 ENR.DOC

082207

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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082207

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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082207

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).

SECTION 31 63 16 – FOUNDATION PILING (PRESSURE GROUTED PILES): continued

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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.
