Appendix 7 - UFGS 03 37 00.pdf

USACE / NAVFAC / AFCEC / NASA UFGS- 03 37 00 ( November 2009)

Pr epar i ng Act i v i t y: USACE Superseding

UFGS- 03 37 00 ( Apr i l 2006)

UNI FI ED FACI LI TI ES GUI DE SPECI FI CATI ONS

Ref er ences ar e i n agr eement wi t h UMRL dat ed Januar y 2022

SECTION TABLE OF CONTENTS

DIVISION 03 - CONCRETE

SECTION 03 37 00

PREPLACED-AGGREGATE CONCRETE

11/09

PART 1 GENERAL

1.1 UNIT PRICES

1.1.1 Payment

1.1.2 Measurement

1.1.3 Unit of Measure

1.2 REFERENCES

1.3 SUBMITTALS

1.4 QUALITY ASSURANCE

1.4.1 Government Preconstruction Sampling and Testing

1.4.1.1 Aggregates

1.4.1.2 Cementitious Materials, Admixtures, and Curing Compound

1.4.2 Construction Testing by Government

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

2.1.1 Design of Preplaced Aggregate

2.1.2 Maximum Water-Cement Ratio (W/C)

2.2 MATERIALS

2.2.1 Cementitious Materials

2.2.1.1 Portland Cement

2.2.1.2 Pozzolan

2.2.1.3 [Ground Granulated Blast-Furnace Slag

2.2.2 Aggregates

2.2.2.1 Listed Sources

2.2.2.2 Fine-Aggregate Grading

2.2.2.3 Coarse-Aggregate Grading

2.2.2.4 Coarse-Aggregate Particle Shape

2.2.2.5 Concrete Aggregate Sources

2.2.2.5.1 List of Sources

2.2.2.5.2 Selection of Source

2.2.2.6 Coarse-Aggregate Quality

2.2.3 Chemical Admixtures

SECTION 03 37 00 Page 1

2.2.3.1 Air-Entraining Admixture

2.2.3.2 Grout Fluidifier

2.2.3.3 Water-Reducing or Retarding Admixtures

2.2.4 Curing Materials

2.2.4.1 Impervious-Sheet Curing Materials

2.2.4.2 Membrane-Forming Curing Compound

2.2.4.3 Burlap

2.2.5 Water

2.2.6 Nonshrink Grout

2.3 GROUT MIXTURE PROPORTIONING

2.3.1 Quality of Mixture

2.3.2 Air Content

2.3.3 Grout Flow

2.4 EQUIPMENT

2.4.1 Capacity

2.4.2 Batching Equipment

2.4.2.1 Scales

2.4.2.2 Batching Tolerances

2.4.2.2.1 Tolerances on Mass

2.4.2.2.2 Volumetric Tolerances

2.4.2.3 Grout Mixer

2.4.2.4 Agitator Tank

2.4.2.5 Grout Pump

2.4.3 Grout Pipe System

2.4.3.1 Delivery Pipes

2.4.3.2 Grout Insert Pipes

2.4.3.3 Sounding Wells

PART 3 EXECUTION

3.1 PREPARATION FOR PLACEMENT

3.1.1 Embedded Items

3.1.2 Concrete on Earth Foundations

3.1.3 Concrete on Rock Foundations

3.1.4 Underwater Placement

3.1.5 Concrete Surfaces

3.1.6 Construction Joint Treatment

3.1.6.1 Joint Preparation

3.1.6.2 Air-Water Cutting

3.1.6.3 High-Pressure Water Jet

3.1.6.4 Wet Sandblasting

3.1.6.5 Waste Disposal

3.2 COARSE-AGGREGATE AND GROUT PLACEMENT

3.2.1 Coarse-Aggregate Washing and Screening

3.2.2 Transporting and Placing Coarse Aggregate

3.2.3 Cold-Weather Placing of Preplaced-Aggregate Concrete

3.2.4 Hot-Weather Placing of Preplaced-Aggregate Concrete

3.2.5 Grout Mixing and Pumping

3.2.5.1 Charging Sequence

3.2.5.2 Mixing Time

3.2.5.3 Pumping Procedure

3.2.5.4 Blocked Pipes

3.2.5.5 Placing Temperature

3.3 FINISHING

3.3.1 [Formed Top Surface

3.3.2 [Screeded or Trowelled Surface

3.4 CURING AND PROTECTION

3.4.1 Duration

3.4.2 Moist Curing

SECTION 03 37 00 Page 2

3.4.3 Curing with Membrane-Forming Curing Compound

3.4.3.1 Pigmented Curing Compound

3.4.3.2 Nonpigmented Curing Compound

3.4.3.3 Application

3.4.4 Impervious-Sheet Curing

3.4.5 Cold-Weather Curing and Protection

3.4.6 Appearance

3.5 TESTING AND QUALITY VERIFICATION FOR CONTRACTOR QUALITY CONTROL

3.5.1 General

3.5.2 Testing and Inspection Requirements

3.5.2.1 Fine Aggregate

3.5.2.1.1 Grading

3.5.2.1.2 Corrective Action for Fine-Aggregate Grading

3.5.2.1.3 Moisture Content Testing

3.5.2.1.4 Moisture Content Corrective Action

3.5.2.2 Coarse Aggregate

3.5.2.2.1 Gradinge

3.5.2.2.2 Corrective Action for Grading

3.5.2.3 Quality of Aggregates

3.5.2.3.1 Frequency of Quality Tests

3.5.2.3.2 Corrective Action for Aggregate Quality

3.5.2.4 Scales

3.5.2.4.1 Accuracy in Determination of Mass

3.5.2.4.2 Scales Corrective Action

3.5.2.5 Grout Plant Control

3.5.2.6 Grout Mixture

3.5.2.6.1 Air-Content Testing

3.5.2.6.2 Air-Content Corrective Action

3.5.2.7 Test for Grout Flow

3.5.2.7.1 Tests

3.5.2.7.2 Grout Flow Corrective Action

3.5.2.7.3 Temperature

3.5.2.7.4 Compressive-Strength Specimens

3.5.2.8 Inspection Before Pumping Grout

3.5.2.9 Grout Pumping

3.5.2.9.1 Placing Inspection

3.5.2.9.2 Pumping Corrective Action

3.5.2.10 Curing

3.5.2.10.1 Moist-Curing Inspections

3.5.2.10.2 Moist-Curing Corrective Action

3.5.2.10.3 Membrane-Curing Inspection

3.5.2.10.4 Membrane-Curing Corrective Action

3.5.2.10.5 Sheet-Curing Inspection

3.5.2.10.6 Sheet-Curing Corrective Action

3.5.2.11 Cold-Weather Protection and Sealed Insulation Curing

3.5.2.12 Cold-Weather Protection Corrective Action

3.5.3 Reports

ATTACHMENTS:

concrete aggregates sources

-- End of Section Table of Contents --

SECTION 03 37 00 Page 3

USACE / NAVFAC / AFCEC / NASA UFGS- 03 37 00 ( November 2009)

Pr epar i ng Act i v i t y: USACE Superseding

UFGS- 03 37 00 ( Apr i l 2006)

UNI FI ED FACI LI TI ES GUI DE SPECI FI CATI ONS

Ref er ences ar e i n agr eement wi t h UMRL dat ed Januar y 2022

SECTION 03 37 00

PREPLACED-AGGREGATE CONCRETE

11/09

NOTE: Thi s gui de speci f i cat i on cover s t he r equi r ement s f or f ur ni shi ng, haul i ng, and pr epl aci ng aggr egat e concr et e i nci dent al t o t he dr i l l i ng and t he gr out i ng. Thi s sect i on was or i gi nal l y devel oped f or USACE Ci vi l Wor ks pr oj ect s.

Adher e t o UFC 1-300-02 Uni f i ed Faci l i t i es Gui de Speci f i cat i ons ( UFGS) For mat St andar d when edi t i ng t hi s gui de speci f i cat i on or pr epar i ng new pr oj ect speci f i cat i on sect i ons. Edi t t hi s gui de speci f i cat i on f or pr oj ect speci f i c r equi r ement s by addi ng, del et i ng, or r evi s i ng t ext . For br acket ed i t ems, choose appl i cabl e i t em( s) or i nser t appr opr i at e i nf or mat i on.

Remove i nf or mat i on and r equi r ement s not r equi r ed i n r espect i ve pr oj ect , whet her or not br acket s ar e present.

Comment s, suggest i ons and r ecommended changes f or t hi s gui de speci f i cat i on ar e wel come and shoul d be submi t t ed as a Criteria Change Request (CCR) .

PART 1 GENERAL

NOTE: The cont ent of t hi s speci f i cat i on i s such t hat gui dance gi ven i n EM 1110- 2- 2000, " St andar d Pr act i ce f or Concr et e" , i s appl i cabl e.

1.1 UNIT PRICES

NOTE: I f Sect i on 01 20 00 PRI CE AND PAYMENT PROCEDURES i s i ncl uded i n t he pr oj ect speci f i cat i ons, t hi s par agr aph t i t l e ( UNI T PRI CES)

SECTION 03 37 00 Page 4 shoul d be del et ed f r om t hi s sect i on and t he r emai ni ng appr opr i at el y edi t ed subpar agr aphs bel ow shoul d be i nser t ed i nt o Sect i on 01 20 00.

1.1.1 Payment

Payment will be made for all costs associated with unloading, handling, and storage of all aggregate, cement, [pozzolan,] fluidifier, and chemical admixture used in the work, including all costs of labor and the use of all equipment, tools, 150 by 300 mm 6 by 12 inch cylinder molds, and other materials required to complete the work, excluding cost of reinforcement and embedded parts which are specified to be paid for separately.

1.1.2 Measurement

Preplaced-Aggregate Concrete will be measured for payment based on the actual volume placed within the paylines of the structures as indicated.

1.1.3 Unit of Measure

Unit of measure: cubic meter yard .

1.2 REFERENCES

NOTE: Thi s par agr aph i s used t o l i s t t he publ i cat i ons c i t ed i n t he t ext of t he gui de speci f i cat i on. The publ i cat i ons ar e r ef er r ed t o i n t he t ext by basi c desi gnat i on onl y and l i s t ed i n t hi s par agr aph by or gani zat i on, desi gnat i on, dat e, and t i t l e.

Use t he Ref er ence Wi zar d' s Check Ref er ence f eat ur e when you add a Ref er ence I dent i f i er ( RI D) out si de of t he Sect i on' s Ref er ence Ar t i c l e t o aut omat i cal l y pl ace t he r ef er ence i n t he Ref er ence Ar t i c l e. Al so use t he Ref er ence Wi zar d' s Check Ref er ence f eat ur e t o updat e t he i ssue dat es.

Ref er ences not used i n t he t ext wi l l aut omat i cal l y be del et ed f r om t hi s sect i on of t he pr oj ect speci f i cat i on when you choose t o r econci l e r ef er ences i n t he publ i sh pr i nt pr ocess.

The publications listed below form a part of this specification to the extent referenced. The publications are referred to within the text by the basic designation only.

AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS

(AASHTO)

AASHTO M 182 (2005; R 2017) Standard Specification for Burlap Cloth Made from Jute or Kenaf and Cotton Mats

SECTION 03 37 00 Page 5

AMERICAN CONCRETE INSTITUTE (ACI)

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

ACI 214R (2011) Evaluation of Strength Test Results of Concrete

ACI 305R (2020) Guide to Hot Weather Concreting

AMERICAN SOCIETY OF MECHANICAL ENGINEERS (ASME)

ASME B36.10M (2015; Errata 2016) Welded and Seamless Wrought Steel Pipe

ASTM INTERNATIONAL (ASTM)

ASTM C39/C39M (2021) Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

ASTM C40 (2011) Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

ASTM C40/C40M (2020) Standard Test Method for Organic Impurities in Fine Aggregates for Concrete

ASTM C87/C87M (2017) Standard Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

ASTM C117 (2017) Standard Test Method for Materials Finer than 75-um (No. 200) Sieve in Mineral Aggregates by Washing

ASTM C123/C123M (2014) Standard Test Method for Lightweight Particles in Aggregate

ASTM C127 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Coarse Aggregate

ASTM C128 (2015) Standard Test Method for Density, Relative Density (Specific Gravity), and Absorption of Fine Aggregate

ASTM C131/C131M (2020) Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C136/C136M (2019) Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates

ASTM C142/C142M (2017) Standard Test Method for Clay Lumps and Friable Particles in Aggregates

ASTM C150/C150M (2021) Standard Specification for Portland

SECTION 03 37 00 Page 6

Cement

ASTM C171 (2020) Standard Specification for Sheet Materials for Curing Concrete

ASTM C231/C231M (2017a) Standard Test Method for Air Content of Freshly Mixed Concrete by the Pressure Method

ASTM C260/C260M (2010a; R 2016) Standard Specification for Air-Entraining Admixtures for Concrete

ASTM C295/C295M (2019) Standard Guide for Petrographic Examination of Aggregates for Concrete

ASTM C309 (2019) Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

ASTM C441/C441M (2017) Standard Test Method for Effectiveness of Pozzolans or Ground Blast-Furnace Slag in Preventing Excessive Expansion of Concrete Due to the Alkali-Silica Reaction

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

ASTM C535 (2016) Standard Test Method for Resistance to Degradation of Large-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine

ASTM C566 (2013) Standard Test Method for Total Evaporable Moisture Content of Aggregate by Drying

ASTM C618 (2019) Standard Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

ASTM C666/C666M (2015) Resistance of Concrete to Rapid Freezing and Thawing

ASTM C937 (2016) Grout Fluidifier for Preplaced-Aggregate Concrete

ASTM C938 (2016) Standard Practice for Proportioning Grout Mixtures for Preplaced-Aggregate Concrete

ASTM C939/C939M (2016a) Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method)

ASTM C943 (2017) Standard Practice for Making Test Cylinders and Prisms for Determining Strength and Density of Preplaced-Aggregate Concrete in the

SECTION 03 37 00 Page 7

Laboratory

ASTM C989/C989M (2018a) Standard Specification for Slag Cement for Use in Concrete and Mortars

ASTM C1064/C1064M (2017) Standard Test Method for Temperature of Freshly Mixed Hydraulic-Cement Concrete

ASTM C1077 (2017) Standard Practice for Agencies Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Testing Agency Evaluation

ASTM C1107/C1107M (2020) Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Nonshrink)

ASTM C1260 (2021) Standard Test Method for Potential Alkali Reactivity of Aggregates (Mortar-Bar Method)

ASTM C1567 (2021) Standard Test Method for Potential Alkali-Silica Reactivity of Combinations of Cementitious Materials and Aggregate (Accelerated Mortar-Bar Method)

ASTM D4791 (2019) Flat Particles, Elongated Particles, or Flat and Elongated Particles in Coarse Aggregate

NATIONAL INSTITUTE OF STANDARDS AND TECHNOLOGY (NIST)

NIST HB 44 (2018) Specifications, Tolerances, and Other Technical Requirements for Weighing and Measuring Devices

U.S. ARMY CORPS OF ENGINEERS (USACE)

COE CRD-C 94 (1995) Corps of Engineers Specification for Surface Retarders

COE CRD-C 100 (1975) Method of Sampling Concrete Aggregate and Aggregate Sources, and Selection of Material for Testing

COE CRD-C 104 (1980) Method of Calculation of the Fineness Modulus of Aggregate

COE CRD-C 114 (1997) Test Method for Soundness of Aggregates by Freezing and Thawing of Concrete Specimens

COE CRD-C 130 (2001) Standard Recommended Practice for Estimating Scratch Hardness of Coarse Aggregate Particles

COE CRD-C 400 (1963) Requirements for Water for Use in Mixing or Curing Concrete

SECTION 03 37 00 Page 8

1.3 SUBMITTALS

NOTE: Revi ew submi t t al descr i pt i on ( SD) def i ni t i ons i n Sect i on 01 33 00 SUBMI TTAL PROCEDURES and edi t t he f ol l owi ng l i s t , and cor r espondi ng submi t t al i t ems i n t he t ext , t o r ef l ect onl y t he submi t t al s r equi r ed f or t he pr oj ect . The Gui de Speci f i cat i on t echni cal edi t or s have cl assi f i ed t hose i t ems t hat r equi r e Gover nment appr oval , due t o t hei r compl exi t y or cr i t i cal i t y, wi t h a " G. " Gener al l y, ot her submi t t al i t ems can be r evi ewed by t he Cont r act or ' s Qual i t y Cont r ol Syst em. Onl y add a “ G” t o an i t em, i f t he submi t t al i s suf f i c i ent l y i mpor t ant or compl ex i n cont ext of t he pr oj ect .

For Ar my pr oj ect s, f i l l i n t he empt y br acket s f ol l owi ng t he " G" c l assi f i cat i on, wi t h a code of up t o t hr ee char act er s t o i ndi cat e t he appr ovi ng aut hor i t y. Codes f or Ar my pr oj ect s usi ng t he Resi dent Management Syst em ( RMS) ar e: " AE" f or Ar chi t ect - Engi neer ; " DO" f or Di st r i ct Of f i ce ( Engi neer i ng Di v i s i on or ot her or gani zat i on i n t he Di st r i ct Of f i ce) ; " AO" f or Ar ea Of f i ce; " RO" f or Resi dent Of f i ce; and " PO" f or Pr oj ect Of f i ce. Codes f ol l owi ng t he " G" t ypi cal l y ar e not used f or Navy, Ai r For ce, and NASA pr oj ect s.

The " S" c l assi f i cat i on i ndi cat es submi t t al s r equi r ed as pr oof of compl i ance f or sust ai nabi l i t y Gui di ng Pr i nci pl es Val i dat i on or Thi r d Par t y Cer t i f i cat i on and as descr i bed i n Sect i on 01 33 00 SUBMI TTAL

PROCEDURES.

Choose t he f i r st br acket ed i t em f or Navy, Ai r For ce and NASA pr oj ect s, or choose t he second br acket ed i t em f or Ar my pr oj ect s.

Government approval is required for submittals with a "G" or "S" classification. Submittals not having a "G" or "S" classification are [for Contractor Quality Control approval.][for information only. When used, a code following the "G" classification identifies the office that will review the submittal for the Government.] Submit the following in accordance with Section 01 33 00 SUBMITTAL PROCEDURES:

SD-03 Product Data

Grout Mixture Proportioning Grout Mixer Equipment Vibrators Testing and Quality Verification for Contractor Quality Control Curing and Protection ; G[, [_____]] Cold-Weather Placing ; G[, [_____]] Hot-Weather Placing ; G[, [_____]]

SD-04 Samples

SECTION 03 37 00 Page 9

Aggregates ; G[, [_____]] Cementitious Materials, Admixtures, and Curing Compound ; G[, SD-06 Test Reports

Quality of Aggregates ; G[, [_____]] Testing and Quality Verification for Contractor Quality Control

SD-07 Certificates

Cementitious Materials Impervious-Sheet Curing Materials Air-Entraining Admixture Nonshrink Grout Grout Fluidifier Membrane-Forming Curing Compound

1.4 QUALITY ASSURANCE

The individuals who sample and test concrete or the constituents of concrete as required in this specification shall have demonstrated a knowledge and ability to perform the necessary test procedures equivalent to the ACI minimum guidelines for certification of Concrete Field Testing Technicians, Grade I. The individuals who perform the inspection of concrete construction shall have demonstrated a knowledge and ability equivalent to the ACI minimum guidelines for certification of [Concrete Transportation Construction Inspector (CTCI)] [Concrete Construction Inspector (CCI)], Level II.

1.4.1 Government Preconstruction Sampling and Testing

1.4.1.1 Aggregates

NOTES: The Desi gner shoul d consul t t he appr opr i at e DM, i dent i f y t he sour ces f or aggr egat es, and i ncl ude t hem i n t he Aggr egat e Sour ces Templ at e at t ached t o t he end of t hi s sect i on. Cont act t he Di v i s i on Labor at or y f or i nf or mat i on t o f i l l i n t he bl anks below.

The aggregate sources listed at the end of this section have been tested and, at the time testing was performed, were capable of producing materials of a quality required for this project, provided suitable processing is performed. The Contractor may furnish materials from a listed source or from a source not listed. Samples from any source of coarse aggregate and any source of fine aggregate, consisting of not less than [70] [_____] kg [150] [_____] pounds of each coarse aggregate and [35] [_____] kg [75] [_____] pounds taken under the supervision of the Contracting Officer in accordance with COE CRD-C 100 shall be delivered to [_____] within 15 days after notice to proceed. Sampling and shipment of samples shall be at the Contractor's expense. [_____] days will be required to complete evaluation of the aggregates. Testing will be performed by and at the expense of the Government in accordance with COE CRD-C 114 or ASTM test methods. The cost of testing one source for each size of aggregate will be borne by the Government. If the Contractor selects more than one source for each aggregate size or selects a

SECTION 03 37 00 Page 10 substitute source for any size aggregate after the original source was tested, the cost of that additional testing will be borne by the Contractor. Tests to which aggregate may be subjected are listed in paragraph QUALITY OF AGGREGATES in PART 3. The material from the proposed source shall meet the quality requirements of this paragraph. The Government's test data and other information on aggregate quality of those sources listed at the end of this section are included in the Design Memorandum and are available for review in the district office. Quality Assurance testing of aggregates by the Government does not relieve the Contractor of quality control requirements as outlined in paragraph TESTING AND QUALITY VERIFICATION FOR CONTRACTOR QUALITY CONTROL in PART 3.

1.4.1.2 Cementitious Materials, Admixtures, and Curing Compound

NOTE: When t he opt i onal sent ence bel ow i s del et ed, t he cor r espondi ng manuf act ur er ' s cer t i f i cat i on shoul d be used. EM 1110- 2- 2000, " St andar d Pr act i ce f or Concr et e" , pr ovi des gui dance i n sel ect i ng t he opt i ons f or Gover nment or f or Cont r act or t est i ng.

At least 60 days in advance of concrete placement, notify the Contracting Officer of the source of materials, along with sampling location, brand name, type, and quantity to be used in the manufacture and/or curing of the concrete. [Sampling and testing will be performed by and at the expense of the Government except as otherwise specified. No material shall be used until notice has been given by the Contracting Officer that test results are satisfactory. Submit samples of materials for Government testing and approval. The Government will sample and test other chemical admixtures, curing compounds, and cementitious materials].

a. Chemical Admixtures - Chemical admixtures that have been in storage at the project site for longer than 6 months or that have been subjected to freezing shall be retested at the expense of the Contractor when directed by the Contracting Officer and shall be rejected if test results are not satisfactory. Chemical admixtures will be accepted based on compliance with the requirements in paragraph CHEMICAL ADMIXTURES in PART 2.

[ b. Cement and Pozzolan - If cement or pozzolan is to be obtained from more than one source, the initial notification shall state the estimated amount to be obtained from each source and the proposed schedule of shipments. ]

NOTE: Del et e t hi s par agr aph i f mat er i al s ar e t o be accept ed on t he basi s of a manuf act ur er ' s cer t i f i cat i on of compl i ance and mi l l t est r epor t s.

See t he appr opr i at e DM or consul t t he Mat er i al s Engi neer t o sel ect pr equal i f i ed sour ces, ( 1) and ( 2) , seal ed bi ns, ( 3) and ( 4) , or bot h opt i ons, ( 1) , ( 2) , ( 3) , and ( 4) . Sel ect i on of t he seal ed bi n met hod, subpar agr aphs ( 3) and ( 4) , must be f ul l y j ust i f i ed i n t he appr opr i at e DM.

[ (1) Prequalified Cement Sources: Cement shall be delivered and used directly from a mill of a producer designated as a qualified

SECTION 03 37 00 Page 11 source. Samples of cement for check testing will be taken at the project site or concrete-producing plant by a representative of the Contracting Officer for testing at the expense of the Government. A list of prequalified cement sources is available from Director, U.S. Army Engineer Waterways Experiment Station (USACE-WES), 3909 Halls Ferry Road, Vicksburg, MS 39180-6199, ATTN: CEWES-SC. ]

[ (2) Prequalified Pozzolan Sources: Pozzolan shall be delivered and used directly from a producer designated as a qualified source.

Samples of pozzolan for check testing will be taken at the project site by a representative of the Contracting Officer for testing at the expense of the Government. A list of prequalified pozzolan sources is available from the Director, USACE-WES, 3909 Halls Ferry Road, Vicksburg, MS 39180-6199, ATTN: CEWES-SC. ]

[ (3) Nonprequalified Cement Sources: Cement, if not from a prequalified source, will be sampled at the source and stored in sealed bins pending completion of testing. Sampling, testing, and the shipping inspection from the point of sampling, when the point is other than at the site of the work, will be made by or under the supervision of the Government and at its expense. No cement shall be used until notice has been given by the Contracting Officer that test results are satisfactory. In the event of failure, the cement may be resampled and tested at the Contractor's request and expense. When the point of sampling is other than at the site of the work, the fill gates of the sampled bin and conveyances used in shipment will be sealed under Government supervision and kept sealed until shipment from the bin has been completed. If tested cement is rehandled at transfer points, the extra cost of inspection shall be at the Contractor's expense. The cost of testing cement excess to project requirements shall also be at the expense of the Contractor. The charges for testing cement at the expense of the Contractor will be deducted from the payments due the Contractor at a rate of [_____] dollars per ton of cement represented by the tests. ]

NOTE: To f i l l i n t he bl ank f or cost of t est i ng excess cement , cont act t he St r uct ur es Labor at or y, Concr et e Technol ogy Di vi s i on, WES.

[ (4) Nonprequalified Pozzolan Sources: Pozzolan, if not from a prequalified source, will be sampled at the source and stored in sealed bins pending completion of certain tests. Pozzolan will also be sampled at the site when determined necessary. All sampling and testing will be by and at the expense of the Government. Release for shipment and approval for use will be based on compliance with 7-day lime-pozzolan strength requirements and other physical and chemical and uniformity requirements for which tests can be completed by the time the 7-day lime-pozzolan strength test is completed. Release for shipment and approval for use on the above basis will be contingent on continuing compliance with the other requirements of the specifications. If a bin fails, the contents may be resampled and tested at the Contractor's expense. In this event, the pozzolan may be sampled as it is loaded into cars, trucks, or barges provided they are kept at the source until released for shipment. Unsealing and

SECTION 03 37 00 Page 12 resealing of bins and sealing of shipping conveyances will be done by or under the supervision of the Government. Shipping conveyances will not be accepted at the site of the work unless received with all seals intact. If pozzolan is damaged in shipment, handling, or storage, it shall be promptly removed from the site of the work. Pozzolan that has not been used within 6 months after testing shall be retested at the expense of the Contractor when directed by the Contracting Officer and shall be rejected if the test results are not satisfactory. If tested pozzolan is rehandled at transfer points, the extra cost of inspection shall be at the Contractor's expense. The cost of testing excess pozzolan shall be at the Contractor's expense at a rate of [_____] cents per ton of pozzolan represented by the test. The amount will be deducted from payment to the Contractor. ]

1.4.2 Construction Testing by Government

The Government will sample and test aggregates, grout, and preplaced-aggregate concrete to determine compliance with the specifications. Provide facilities and labor as may be necessary for procurement of representative test samples. Samples of aggregates will be obtained at the point of placement in accordance with COE CRD-C 100 .

Grout will be sampled after the agitator and tested for flow in accordance with ASTM C939/C939M and air content in accordance with ASTM C231/C231M.

Unconfined compressive strength test specimens will be made and cured in accordance with ASTM C943 and tested in accordance with ASTM C39/C39M.

PART 2 PRODUCTS

2.1 SYSTEM DESCRIPTION

Steel bars, welded steel wire fabric and accessories for concrete reinforcement shall comply with Section 03 30 00 CAST-IN-PLACE CONCRETE.

Concrete formwork shall comply with Section 03 30 00 CAST-IN-PLACE

CONCRETE.

2.1.1 Design of Preplaced Aggregate

NOTE: Consul t t he St r uct ur al Desi gn Engi neer and t he appr opr i at e DM t o f i l l i n t he bl anks.

Specified compressive strength shall be as follows:

COMPRESSIVE STRENGTH (MPa) STRUCTURE OR PORTION OF STRUCTURE

34.5 MPa 5,000 psi @ [_____] days [_____]

27.6 MPa 4,000 psi @ [_____] days [_____]

20.7 MPa 3,000 psi @ [_____] days [_____]

17.2 MPa 2,500 psi @ [_____] days [_____]

SECTION 03 37 00 Page 13

2.1.2 Maximum Water-Cement Ratio (W/C)

NOTE: Consul t EM 1110- 2- 2000 and t he appr opr i at e DM t o f i l l i n t he bl anks and t o sel ect t he appr opr i at e W/ C. When cement i t i ous mat er i al s ot her t han por t l and cement ar e used, see par agr aph GROUT MI XTURE PROPORTI ONI NG i n PART 2 f or def i ni t i ons of W/C.

Maximum W/C shall be as follows:

WATER-CEMENT RATIO, BY MASS STRUCTURE OR PORTION OF STRUCTURE

0.40 [_____]

0.45 [_____]

0.50 [_____]

0.55 [_____]

0.60 [_____]

0.65 [_____]

These W/Cs may cause higher strengths than required by above paragraph.

2.2 MATERIALS

2.2.1 Cementitious Materials

NOTE: See t he appr opr i at e DM t o sel ect t he pr oper r equi r ement s f or t he Cement i t i ous Mat er i al s Opt i ons. Ot her cement i t i ous mat er i al s may be added i f speci f i cal l y r ecommended and appr oved i n t he concr et e mat er i al s DM.

Del et e t he r equi r ement s f or cer t i f i cat es f or ai r - ent r ai ni ng admi xt ur es, ot her chemi cal admi xt ur es, cur i ng compounds, por t l and cement , and pozzol an i f t he opt i onal par t s of par agr aph

CEMENTI TI OUS MATERI ALS, ADMI XTURES, AND CURI NG

COMPOUND ( above) ar e used.

Cementitious materials shall be portland cement or portland cement in combination with pozzolan [or [_____]] and shall conform to appropriate specifications listed below. No cementitious materials shall be used until notice of acceptance has been given by the Contracting Officer.

Cementitious materials will be subject to check testing from samples obtained at the mill, at transfer points, or at the project site, as scheduled by the Contracting Officer, and such sampling will be by or under the supervision of the Government at its expense. Material not

SECTION 03 37 00 Page 14 meeting specifications shall be promptly removed from the site of work.

Submit manufacturer's certification of compliance, accompanied by mill test reports attesting that materials meet the requirements of the specification under which they are furnished. Certification and mill test reports shall be from samples taken from the particular lot furnished.

Submit certificate of compliance for the following: Impervious-Sheet Curing Materials , Air-Entraining Admixture , Nonshrink Grout , Grout Fluidifier , and Membrane-Forming Curing Compound .

2.2.1.1 Portland Cement

ASTM C150/C150M, Type I or II, except that the maximum amount of tricalcium aluminate (C3A) in Type I cement shall be 15 percent [including the heat of hydration at 7 days] [including false set requirements] [low alkali when used with aggregates listed at the end of this section which require it.] [In lieu of low-alkali cement, the Contractor may use a combination of portland cement that does not meet the low-alkali requirement with a pozzolan or slag provided the following requirement is met. The expansion of the proposed combination when tested in accordance with ASTM C441/C441Mshall be equal to or less than the expansion of a low-alkali cement meeting the requirements of ASTM C150/C150M when tested in general conformance with ASTM C441/C441M. The expansion tests shall be run concurrently at an independent laboratory that is nationally recognized to perform such tests. The Government reserves the right to confirm the test results and to adjust the percentage of pozzolan or slag in the combination to suit other requirements.]

2.2.1.2 Pozzolan

Pozzolan shall conform to ASTM C618, Class [C], [F], [N], with the optional requirements for multiple factor, drying shrinkage, and uniformity [and [moderate] [severe] sulfate resistance requirements] of Table 2A. Table 1A requirement for maximum alkalis shall apply when used with aggregates listed at the end of this section to require low-alkali cement.

2.2.1.3 [Ground Granulated Blast-Furnace Slag

Ground Granulated Blast-Furnace Slag shall conform to ASTM C989/C989M, Grade [_____].]

2.2.2 Aggregates

NOTE: Thi s not e may be di sr egar ded f or r egi ons wher e Al kal i - Si l i ca React i v i t y ( ASR) i s not a concer n. Some aggr egat e sour ces may exhi bi t an ASR pot ent i al . ASR i s a pot ent i al l y del et er i ous r eact i on bet ween al kal i s pr esent i n concr et e and some si l i ceous aggr egat es, r ef er ence EM 1110- 2- 2000 par agr aph 2- 3b( 6) and appendi x D. Wher e ASR i s known or suspect ed t o pose a concer n f or concr et e dur abi l i t y , i t i s r ecommended t hat aggr egat es pr oposed f or use i n concr et e be eval uat ed t o det er mi ne ASR pot ent i al and an ef f ect i ve mi t i gat i on. EM 1110- 2- 2000, pr ovi des r ecommendat i ons f or eval uat i ng and mi t i gat i ng ASR i n concr et e mi xt ur es. Aggr egat e eval uat i ons may not be pr act i cal f or pr oj ect s r equi r i ng smal l quant i t i es of

SECTION 03 37 00 Page 15 concr et e ( l ess t han 200 cubi c met er s 250 cubi c yar ds

Section 32 13 14. 13 CONCRETE PAVI NG FOR AI RFI ELDS AND OTHER HEAVY DUTY PAVEMENTS, par agr aph Al kal i - Si l i ca React i v i t y, pr ovi des a speci f i cat i on met hod f or t he Cont r act or t o eval uat e and mi t i gat e ASR i n concr et e mi xt ur es. The expansi on l i mi t s speci f i ed i n Sect i on 32 13 14. 13 ar e r equi r ement s f or pavement s and ext er i or s l ab const r uct i on. For st r uct ur al concr et e appl i cat i ons t he measur ed expansi on shal l be l ess t han 0. 10 per cent . I t may not be economi cal or pr act i cal t o speci f y di f f er ent t est l i mi t r equi r ement s f or use on t he same pr oj ect . I n whi ch case t he l ower l i mi t r equi r ed by t he appl i cat i on shoul d be used.

The desi gner may use t he speci f i cat i on met hod i n Section 32 13 14. 13 by i ncor por at i ng t he r el evant par agr aphs i nt o t hi s speci f i cat i on, or may use t he f ol l owi ng r equi r ement s ( r et ai n ei t her t he 0. 10 or t he 0. 08 per cent expansi on l i mi t s as appr opr i at e) i ncl uded i n t he par agr aph bel ow. Del et e t he f ol l owi ng par agr aph i f not r equi r ed i n t he pr oj ect .

Alkali-Silica Reactivity: Fine and coarse aggregates proposed for use in concrete shall be tested and evaluated for alkali-aggregate reactivity in accordance with ASTM C1260. The fine and coarse aggregates shall be evaluated separately and in combination, matching the Contractor's proposed mix design proportioning. All results of the separate and combination testing shall have a measured expansion less than 0.10 (0.08) percent at 16 days after casting. Should the test data indicate an expansion of 0.10 (0.08) percent or greater, the aggregate(s) shall be rejected or additional testing using ASTM C1260 and ASTM C1567 shall be performed. The additional testing using ASTM C1260 and ASTM C1567 shall be performed using the low alkali portland cement in combination with ground granulated blast furnace (GGBF) slag, or Class F fly ash. GGBF slag shall be used in the range of 40 to 50 percent of the total cementitious material by mass. Class F fly ash shall be used in the range of 25 to 40 percent of the total cementitious material by mass.

2.2.2.1 Listed Sources

NOTE: The l i s t of sour ces and r equi r ed t est s and t est l i mi t s wi l l be t aken f r om t he concr et e mat er i al s DM.

Concrete aggregates may be furnished from any source capable of meeting the quality requirements as stated in paragraph QUALITY OF AGGREGATES in PART 3. The sources listed at the end of this section were evaluated during the design phase of the project in [_____] and were found at that time capable of meeting the quality requirements when suitably processed.

No guarantee is given or implied that any of the listed sources are currently capable of producing aggregates that meet the required quality specified above. A Design Memorandum containing the results of the Government investigation and test results is available for review in the

SECTION 03 37 00 Page 16

[_____] district office. Contact [_____] at [_____] to arrange for review of the memorandum. The test results and conclusions shall be considered valid only for the sample tested and shall not be taken as an indication of the quality of all material from a source nor for the amount of processing required.

2.2.2.2 Fine-Aggregate Grading

The grading and uniformity of the fine aggregate shall conform to the following requirements as delivered to the grout mixer:

U. S. STANDARD SIEVE SIZE PERCENT BY MASS, PASSING

2.36 mm No. 8 100

1.18 mm No. 16 95 - 100

600 µm No. 30 55 - 80

300 µm No. 50 30 - 55

150 µm No. 100 10 - 30

75 µm No. 200 0 - 10

In addition to the grading limits specified above, the fine aggregate shall have a fineness modulus of not less than 1.30 nor more than 2.10.

The grading of the fine aggregate shall also be controlled so that the fineness moduli of at least four of any five consecutive test samples shall not vary more than 0.15 from the average fineness modulus of all samples previously taken.

2.2.2.3 Coarse-Aggregate Grading

The grading of the coarse aggregate shall conform to the following requirements:

PERCENT BY MASS, PASSING

U.S. STANDARD SIEVE SIZE 19.0 mm 3/4 inch to 37.5 mm 1-1/2 inch

37.5 mm 1-1/2 inch to 75 mm 3 inches

75 mm3 inches 95 - 100

50 mm2 inches 100 20 - 55

37.5 mm 1-1/2 inch 95 - 100 0 - 5

25.0 mm 1 inch 40 - 80 0 - 2

19.0 mm 3/4 inch 20 - 45

SECTION 03 37 00 Page 17

PERCENT BY MASS, PASSING

U.S. STANDARD SIEVE SIZE 19.0 mm 3/4 inch to 37.5 mm 1-1/2 inch

37.5 mm 1-1/2 inch to 75 mm 3 inches

12.5 mm 1/2 inch 0 - 5

9.5 mm 3/8 inch 0 - 2

2.2.2.4 Coarse-Aggregate Particle Shape

The quantity of flat and elongated particles of the coarse aggregate, as defined and determined by ASTM D4791, shall not exceed 25 percent.

2.2.2.5 Concrete Aggregate Sources

NOTE: I f an aggr egat e sour ce i s pr ovi ded by t he Gover nment , t he appr opr i at e par agr aphs f r om Sect i on 03 70 00 MASS CONCRETE shoul d be used.

2.2.2.5.1 List of Sources

The concrete aggregates sources may be selected from sources listed at the end of this section.

2.2.2.5.2 Selection of Source

After the award of the contract, designate in writing only one source or combination of sources from which to furnish aggregates. If the Contractor proposes to furnish aggregates from a source or from sources not listed at the end of this section, designate only a single source or single combination of sources for aggregates. If a source for coarse or fine aggregates does not meet the quality requirements stated in paragraph QUALITY OF AGGREGATES in PART 3, the Contractor may not submit for approval other nonlisted sources but shall furnish the coarse or fine aggregate, as the case may be, from sources listed at the end of this section at no additional cost to the Government.

2.2.2.6 Coarse-Aggregate Quality

NOTES: The t est s sel ect ed shoul d be t hose whi ch ar e appl i cabl e t o t he concr et e t o be used i n t he pr oj ect . These t est s may i ncl ude t hose l i s t ed bel ow i n addi t i on t o ot her s not l i s t ed. See Chapt er 2 of EM 1110- 2- 2000 f or di scussi on of t est s.

A l i s t of pr oper t i es and t est val ues ar e uni que t o each pr oj ect and shoul d be t aken f r om t he concr et e mat er i al s desi gn memor andum. Del et e t he qual i t y t est s not r equi r ed i n t he DM.

The pet r ogr aphi c exami nat i on shal l be used t o i dent i f y del et er i ous subst ances i n aggr egat es.

SECTION 03 37 00 Page 18

Del et er i ous subst ances shal l be l i s t ed i ndi v i dual l y wi t h r espect i ve l i mi t s.

Dependi ng upon t he qual i t y of aggr egat es avai l abl e, some t est s may not be r equi r ed. Ref er t o EM 1110- 2- 2000 f or t he pur pose of each t est .

Aggregates delivered to the mixer shall meet the following requirements:

TEST LIMITS

PROPERTY FINE AGGREGATE COARSE AGGREGATE TESTS

Specific Gravity [_____] [_____] ASTM C127

ASTM C128

Absorption [_____] [_____] ASTM C127

ASTM C128

Durability Factor [_____] [_____] COE CRD-C 114

ASTM C666/C666M

Clay Lump and Friable Particles

[_____] [_____] ASTM C142/C142M

Material Finer than 75-µm (No. 200) Sieve

[_____] [_____] ASTM C117

Organic Impurities Not darker than No. 3 Not less than 95 percent

[_____] ASTM C40/C40M

ASTM C87/C87M

L.A. Abrasion [_____] [_____] ASTM C131/C131M

ASTM C535

Soft Particles [_____] [_____] COE CRD-C 130

Petrographic Examination List unwanted deleterious materials and their limits

[_____] ASTM C295/C295M

[Chert, Less than 2.40 specific gravity]

[_____] [_____] ASTM C123/C123M

[Coal and Lignite, less than 2.00 specific gravity]

[_____] [_____] ASTM C123/C123M

SECTION 03 37 00 Page 19

2.2.3 Chemical Admixtures

Chemical admixtures to be used, when required or permitted, shall conform to the appropriate specification listed.

2.2.3.1 Air-Entraining Admixture

The air-entraining admixture shall conform to ASTM C260/C260M.

2.2.3.2 Grout Fluidifier

Grout fluidifier shall conform to ASTM C937.

2.2.3.3 Water-Reducing or Retarding Admixtures

Water-reducing or retarding admixtures shall meet the requirements of ASTM C494/C494M, Type A, B, or D, except that the 6-month and 1-year compressive strength tests are waived.

2.2.4 Curing Materials

2.2.4.1 Impervious-Sheet Curing Materials

Impervious-sheet curing materials shall conform to ASTM C171, type optional, except polyethylene film shall not be used.

2.2.4.2 Membrane-Forming Curing Compound

Membrane-forming curing compound shall meet the requirements of ASTM C309, Type 1-D or 2, except a styrene acrylate or chlorinated rubber compound meeting Class B requirements shall be used for surfaces that are to be painted. The curing compound selected shall be compatible with any subsequent paint specified. Nonpigmented compound shall contain a fugitive dye and shall have the reflective requirements in ASTM C309 waived.

2.2.4.3 Burlap

Burlap used for curing shall conform to AASHTO M 182.

2.2.5 Water

Water for mixing and curing shall be fresh, clean, potable, and free of injurious amounts of oil, acid, salt, or alkali, except that nonpotable water may be used if it meets the requirements of COE CRD-C 400 .

2.2.6 Nonshrink Grout

Nonshrink grout shall conform to ASTM C1107/C1107M and shall be a commercial formulation suitable for the application proposed.

2.3 GROUT MIXTURE PROPORTIONING

Submit determined grout mixture proportions for review, including the quantities of all ingredients per cubic meter yard and stating the grading of the fine aggregate size that will be used in the manufacture of each quantity of concrete. The submission shall be accompanied with test reports from a laboratory complying with ASTM C1077 which show that proportions thus selected will produce preplaced-aggregate concrete of the

SECTION 03 37 00 Page 20 qualities indicated. Grout mixture proportioning shall meet the following requirements:

2.3.1 Quality of Mixture

For each portion of the structure, mixture proportions shall be selected so that the strength and water-cement ratio requirements listed in paragraph DESIGN OF PREPLACED AGGREGATE in PART 1 are met. The source of materials and proportions of portland cement, [pozzolan], fluidifier, fine aggregate, and water shall be stated. The grout proportions for the preplaced-aggregate concrete shall be determined in accordance with ASTM C938. The grout proportions for the preplaced-aggregate concrete shall meet the specified strength as determined by specimens molded in accordance with ASTM C943 and tested in accordance with ASTM C39/C39M.

The maximum water-cement ratios required in paragraph MAXIMUM WATER-CEMENT RATIO (W/C) in PART 1, shall be converted to a ratio by mass of water to cement plus pozzolan or GGBF slag by mass equivalency as described in ACI 211.1 . In the case where GGBF slag is used, the mass of the slag shall be included in the equations for the term P, which is used to denote the mass of pozzolan. If pozzolan is used in the concrete mixture, the minimum pozzolan content shall be 15 percent of the total cementitious material. No substitution shall be made in the source or type of materials used in the work without additional tests to show that the new quality of materials and concrete are satisfactory.

2.3.2 Air Content

The air content of the grout mixture as determined by ASTM C231/C231M within 15 minutes after mixing shall be 9.0 plus or minus 1.0 percent.

2.3.3 Grout Flow

The grout flow shall be 18.0 plus or minus 2.0 seconds when sampled from the agitator and tested in accordance with ASTM C939/C939M.

2.4 EQUIPMENT

Submit data on the pumping equipment and methods for pumping and delivering the grout for preplaced-aggregate concrete for review by the Contracting Officer, including the methods for transporting, handling, and depositing the coarse aggregate, the location, arrangement, and size of the pipe and inserts, sequence of pumping, method of withdrawal of injection pipe, and the rate of grout injection. Methods for venting of air from under embedded projections shall be also included.

2.4.1 Capacity

NOTE: Ref er t o t he appr opr i at e DM f or t he capaci t y. Gui dance i s al so f ound i n EM 1110- 2- 2000.

The mixing and pumping equipment shall have a capacity of at least [_____] cubic meters yards per hour.

2.4.2 Batching Equipment

All materials shall be mechanically batched by mass except the water and admixture which may be batched by volume.

SECTION 03 37 00 Page 21

2.4.2.1 Scales

The equipment used for determining mass shall conform to the applicable requirements of NIST HB 44 , except that the accuracy shall be plus or minus 0.2 percent of scale capacity. Provide standard test reference masses and any other auxiliary equipment required for checking the operating performance of each scale or other measuring devices. The tests shall be made at the frequency required in paragraph TESTING AND QUALITY VERIFICATION FOR CONTRACTOR QUALITY CONTROL in PART 3, in the presence of a Government representative.

2.4.2.2 Batching Tolerances

2.4.2.2.1 Tolerances on Mass

MATERIAL PERCENT OF REQUIRED MASS

Cementitious materials 0 to plus 2

Aggregate plus or minus 2

Water plus or minus 1

Chemical admixture 0 to plus 6

2.4.2.2.2 Volumetric Tolerances

For volumetric batching equipment, the following tolerances shall apply to the required volume of material being batched: Water: plus or minus 1 percent. Chemical admixtures: Zero to plus 6 percent.

2.4.2.3 Grout Mixer

Provide a machine especially designed for the mixing of grout, capable of mixing grout mechanically to a uniform consistency. The mixer shall be maintained in satisfactory operating condition and kept free of hardened grout. Should any grout mixer at any time produce unsatisfactory results, its use shall be promptly discontinued until the condition is corrected.

Provide the grout mixer with an acceptable device to lock the discharge mechanism until the required mixing time has elapsed. Use of revolving-drum concrete mixers will not be permitted. Submit Grout-mixer data including the make, type, and capacity of grout mixers, grout agitators, tank, pump, and pipe system proposed for producing the grout for preplaced-aggregate concrete.

2.4.2.4 Agitator Tank

The agitator tank shall have at least the same capacity as the mixer and shall be equipped to agitate the grout effectively and continuously. All

SECTION 03 37 00 Page 22 grout entering the tank shall be passed through a wire sieve. The sieve size shall not be less than 4.75 mm No. 4 and not greater than 9.5 mm 3/8 inch .

2.4.2.5 Grout Pump

The grout pump shall operate by positive displacement or progressive cavity. The pump shall be equipped with a by-pass line connecting the discharge and inlet or provide circulation into the agitator for continuous operation if line blockage or temporary shutdown of grouting operation occurs. Install a pressure gauge on the pump discharge line to indicate incipient line blockage or a plugged insert pipe. Provide standby pumping equipment.

2.4.3 Grout Pipe System

2.4.3.1 Delivery Pipes

The main delivery line carrying grout from the grout pump to the vicinity of the insert pipes shall be of such diameters that grout velocity at the planned operating rate will range between 0.6 and 1.2 meters 2 and 4 feet per second. All pipe fittings shall be watertight. Provide unions for quick disconnect to facilitate pipe cleanup when required. A manifold system, in which more than one grout insert is operative at the same time, will not be permitted.

2.4.3.2 Grout Insert Pipes

The pipes shall be [19] [25] [40] mm [3/4] [1] [1-1/2] inch in diameter conforming to ASME B36.10M Schedule 40. Standard pipe couplings may be used if the couplings are to be withdrawn not more than 4.5 m 15 feet through the preplaced aggregate. Where pipe couplings are required for greater depths of preplaced aggregate, use flush-coupled pipe conforming to ASME B36.10M Schedule 160. Connections between grout delivery hoses and insert pipes shall be by means of quick-opening fittings.

Quick-disconnect pneumatic fittings will not be permitted for this purpose. All valves in the pipe system shall be plug or ball type, quick-opening, and which can be easily taken apart and cleaned. Valves over 25 mm 1 inch in diameter shall be stem lubricated.

2.4.3.3 Sounding Wells

The sounding wells shall be 50 mm 2 inch diameter steel pipe provided with milled (not burned) 13 mm 1/2-inch open slots 150 mm 6 inches long with 300 mm 12 inches between slots. The pipe shall be reamed and burrs removed before installation. The sounding line shall be equipped with a 25 mm 1 inch diameter float having a mass so as to sink in water, yet float on the grout surface within the slotted pipe.

PART 3 EXECUTION

3.1 PREPARATION FOR PLACEMENT

3.1.1 Embedded Items

Before placement of coarse aggregate for preplaced-aggregate concrete, take care to determine that all embedded items are firmly and securely fastened in place as indicated on the drawings, or required. Embedded items shall be free of oil and other foreign matter such as loose coatings

SECTION 03 37 00 Page 23 or rust, paint, and scale. The embedding of wood in concrete will be permitted only when specifically authorized or directed. Voids in sleeves, inserts, and anchor slots shall be filled temporarily with readily removable materials to prevent the entry of grout into voids.

Welding, including tack welding, will not be permitted on embedded metals within 600 mm 2 feet of the surface of the preplaced-aggregate concrete.

3.1.2 Concrete on Earth Foundations

NOTE: The Desi gner shoul d i nser t t he appr opr i at e Sect i on number and t i t l e bel ow.

Earth surfaces upon which preplaced-aggregate concrete is to be placed shall be clean, damp, and free from debris, frost, ice, and standing or running water. Prior to placement of coarse aggregate, the earth foundation shall have been satisfactorily compacted in accordance with the provisions of [Section 31 00 00 EARTHWORK] [_____].

3.1.3 Concrete on Rock Foundations

Rock surfaces upon which coarse aggregate for preplaced-aggregate concrete is to be placed shall be clean, free from oil, standing or running water, ice, mud, drummy rock, coating, debris, and loose, semidetached, or unsound fragments. Joints in rock shall be cleaned to a satisfactory depth, as determined by the Contracting Officer, and to firm rock on the sides.