ML20116F228
| ML20116F228 | |
| Person / Time | |
|---|---|
| Site: | Harris  |
| Issue date: | 10/22/1984 |
| From: | EBASCO SERVICES, INC. |
| To: | |
| References | |
| 000582, 582, OL-I-010, OL-I-10, NUDOCS 8505010001 | |
| Download: ML20116F228 (108) | |
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(This specification is applicable to Seismic Category I and Non Seismic Structures. For classification see PURCHASER: applicabla drawings) R5 CUSER: CAROLDIA POWER & LIGHT CC"?A::Y OPERATI::0 CC:!?ANY: l'ARCLINA PCNER & * !CH CCl?A Ti PRCIECT: SHE.U.C:: EARRIS liTCLIAR ?CWCR FI.*JT # UNIT No.: 1.52 NCd.INAL C: 9C0,000 W PER LTT i
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LCCATIC::: WAXE CCUNTY, NCRTH CAROLINA SE L*.IR : ,
"THIS DOC:.':.'ENT IS OELIVERC3 IN ACCORDANCE WITH rid ,[ IS .-
SU3 JECT TO THE FROVIS!CNS C7 SEC !CN X 07 TdE CCMTRACT .. s.' I
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BETWEEN C.*.ROLINA ? OWE & L!CHT C0".??.1Ti A*:D EEASC3
- SE:1 VICES ,:NCOR7CRAE3 DATI3 SEI'TI 3ER 1,1970, AS .
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f' f.r . . Prepared under the supervision of t ' s//e ?NC PE No. 4935 Andrew A Ferlito C?LL Revisions Page s App;cval Date P cosrcd 3v: Rers.eaed ?v: Af fected *:s t e Orig'inal 8/21/73
'I Mer: gCI M Weber Ltr dated g gy I 7.7 July 20, 1973 R1 3/12/74 E Mar: ,
M Weber See: I ?g Letter dated is?e7 [ 4, , 8, 20, ,0cc 11. 1973 8505010001 841022 PDR G ADOCK 05000400 Sect II PDR - - o- '
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{Q "") R: 12/15/75 S Goval 6'..,1 M Veber ppI - 3,,, A /I[M As Marked R2Oc: Letter dated
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E3ASCO SERVICES INCORPORATED EBASCO SPECIFICATION CONCRETE Prepared under the supervision of Mh NC PE No. 6498 lR5 M Weller 4/Je/73
.. CP&L Pages Approval Revisions Date Precared By: Reviewed By: Affected DATE R4 4/17/78 i o M Weber SECT I-iii,1v, v, gj 77
., 1,2,3,5,6,7,8,9, s
& NM 10,11,12,14,15,16, 9/21/7' 9/21/78 17,18,19,20,2i,22,
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, , 23,25,26,27, f/ug6 SECT.II-iii 1,2,8,9, 15,16,18,19,20,21,22, 23,25,27, SECT.III- 11,1,5,
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C Leute SAf E. Marz Cover Sheets 4/10/79 Sece I-v, vi, 4 , w g / f 3A, 9, 12, 24, & 26-40, 42-45, 47 4/30/75 Sect II-iii, iv, 1, 4, 9, 11, 20, 24-29 Seceton III-3 , .4 R6 9-28-79 J Santamaria E Marz i Addendum 5-7-79 hif7f O e* Continuation sheet Page'2 of 4 ! l>E
5 Proj ect Identifica:1cn No. CAR-SR-CE-6 Crder No. IIASCO SIRVICES INCCFJORAID ERASCO SPECIIICATION
,. CONCRETE CP&L ,
Pages Approval Revisions Date Precared 3v: Reviewed Sv: Affected Data tr M SECTION I-2,3A, R7 12/3/80 J Santamaria N Eagan FCR's In:crporateg
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C !./ 7, 10-12,14,16, and C?&L approval
- 'd LU N 19,21,22,28,32- DN"IS:
h; . luh 35,37-41 C-1086 12/27/79 l'2b S,ECION II-tii, C-1300E 7/18/80 4,5,7,9,11,11A, C-1052 11/30/79 15 ,19,22,25, 25 A,28 C-700E 11/30/79 SE C:CN III -3, C-1014 11/29/79
~5,7 C-896 9/27/79 C-1178 1/21/80 C-1039 1/3/80 C-772 8/8/79 C-1286 4/17/80 C-1174 1/16/80 C-997n 4/14/80 c-577 4/24/79 C-862 9/20/79 C-941 11/27/79 C-1156 E 7/17/80 C-1059 12/26/79 C-1135 2/7/80 C-1144 1/9/80 C-1027R1 12/7/79 C-809 8/20/79 27 C-973 10/22/79 C-573 4/24/79 C-1896 10/23/20
. C-635 5/10/79 C-740R1 7/10/79 C-845 9/10/79 28 6/8/81 N Hasan S Ccval SICICN I-11714, C-1955 11/19/80 Gg_ " d' M 18,19,30,33,35, C-1988 12/4/80 h .m/s (.fg 39,t.0,45 C-2059 1/26/81 SIC CN !!-11A, C-2090 1/13/81 C-2137 4/8/81 C-2164 4/9/81 C-1976R1 2/13/81 C-1377 6/24/80 Cen:inua:1:n snee: yage 3 ef- {
Proj ect ' Identification
. No. CAR-SE-CE-6 Order No.
E3ASCO SERVICES INCORPORATED EBASCO SPECITICATION CONCRETE
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CP&L Pages Approval Rnvisiens Date ' Prepared Bv: Reviewed By: Affected Date S Go4W R9 11/24/81 9 NHasan-D~'~ - Section I - 22, TCR's Inc rporated g,p[ya[lff/40
// and CP&L approval DATE.S :
Section II . 6, 27 C-256 9/19/78 - ges 1 & 2 C-1954 11/19/80 C-2333 5/14/81 R10 6/1/82 N Hasan S Goyal Section I C-2815 _ 12/15/81 Cj y k,p p (/ff 111. 2, M , C-2873 1/7/82 30,32,34 C-2891A1 2/3/82 Section II C-2961 2/18/82 11,4,4A,9 & 19
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R11 01/28/83 N Hasan S Go Cover Sheet,i FCK Incorporated gj pfp/yal g 7 gy Section II and CP&L Approval, 25,25A,26, Dates 26A C-2660 10/8/81 C-3 65 2 12/31/82 Continuation sheet Page 4.cf 4 R3
n. SECTION I Concrete Materials and Mixes, Concrete Mixing and Transportation, and Concrete Testing SECTION II Concrete Placement, Curing and Finishing SECTION III Concrete Aggregate Processing and Concrete Mixing Plants
' ADDENDUM i Design Life and Construction Surveillance R6 for Shearen Harris Nuclear Power Plane Units 1 and 2. git 0
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CONCPITE SECTION I , CONCRETE MATERIALS AND MIXIS , CONCRETE MIXING AND TRANSPORTATION
- Ah"0 . --
CONCRETE TESTING eP e gr. D 11
5 E1ASCO SERVICES INCORPCRATE EBASCO SPICITICATION CONCRITE SICIION I CONCRETE MATIKIALS AND MIXES, CONCRITE MIXING AND TRANSPCRIATION - AND CONCREIE TESTING CONTINTS Paragrach Page 1 1 Scope Specifications and Standards 2 1 General 3 4
.1 Inspection 4 Definitions 4 4 -
4
.1 owner 4
.2 Engineer
.3 Detailed Specifications 4 4 Aggregates 4 Materials for Standard concrete 5 5 Cement 6 5
.1 Cement for Standard concret* 5
.2 Carrified Mill Reports 5 R4
.h U$ b oi k E E!e IE*C!$'agg
- 5 5
.5 shipesnt and Storage ,
Aggregates 7 6
.1 Sources and Approvat 6 R4
.2 ASTM Standard Specifications 6
.3 Sampling and Testing Aggregates 6 4 Stockpiling and Storing R4 8
.5 Fine Aggregate ,
8 a - Machine-Made Sand 8 R3 b - Screening and Washing 8 c - Toreign Material Limitations 8 d - Gradation 9 e - Fineness Modulus 9-f - Specific Gravity 9 g - Mortar Strength Test 9
.6 Coarse Aggregate 9 a - Washing 9 b - Grading 9 e - Specific Gravity 9 d - Toreign Material Limitations IC e - Abrasion IC h COFYRIGET 1982 1972 IIASCO SERVICIS INCORPORAI D IWO REC *CR STRIEI
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NEW YORK iii O
e E3ASCO SERVICES INCORPORATED EBASCO SPECITICATION CONCREIE ,, SECIION I ' CONCREIE MATERIALS AND MIXES, CONCRITE MIXING AND TRANSPORTATION AND CONCRETE TESTING CONTENIS (Cont'd) Paragraph Page Water- 8 10
.1 Quality 10
.2 Chlorides, and Dissolved Solids in Water 11 R2 Air Entrainment 9 12
.1 Air Entraining Cement 12 Admixtures 10 ,
12
.1 Chemical Base 13 ,
.2 Brand of Admixture 13
.3 ASTM Requirements 13 4 Special Retardation Requirements 13
.5 Marking Requirements '
13
. .6 Trial Mix Data Requirements 13 R4
.7 Use of Admixture -
14
.8 Chloride Con' tent 14
.9 Term of Admixture 14 gs
.10 Mixing Admixtures 14 Classes of Concrete and Mortar 11 14
.1 Standard Class Designations 14
.2 Proportioning 15
.3 Responsibility for Proportions ,
16
.4 Proportioning for Maximum Density ,
16
,.5 Proportioning for Strength 16
.6 Defining Water dament Ratio 17
.7 Water-Cement Ratio . 17
.8 Proportioning by W/C Ratio 17
.9 Consistency and Slump 17
.10 Special Circumstances 18 Transportation and Mixing of Concrete ,
12 18
.1 Uniformity of Delivered Concrete 19 Sampling and Testing 13 19 -
.1 Sa=pling 20
.2 Concrete Tests -
20
.3 Use of 3-Day and 7-Day Tests 21 4 Nu=ber of Test Cylinders 21
.5 Evaluation of Strength Tests 21
.6 Test for Entrained Air and Consistency 22
.7 Density Tests 22
.8 Cement Tests 23 R3 iv
E3ASCO SIRVICES INCCR?0 RATED E3ASCO SPECITICATION CONCRETI SECTION I CONCRETI MATIRIAI.S AND MIIES , CONCRETE MIXING AND TRANSPOR~dTION AND CONCRETE TESTING
. CONTENTS (Cone'd) -
Pars ers oh Psee Adver'se Weather Conditions 14 24
'.1 Cold Weather Conditions 24 a - Heating Mixing Water 24 b - Heating Aggregates 24
.2 Hot Vesther Conditions 24 a - Ad=ixtures 25 b - Water 25 e - Aggregates 25 d - Provisions 25 Shocerate 15 25
.1 Equipment 25
.2 Proportioning 26 El
.3 Materials for Shoterets ,
26 4 Control Testing 26 Fly Ash 16 27 Massive Concrete 17 27
.1 Ma terials 27
.2 Proportioning 27
.3 Slu=p 27 PJ
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E l . l EBASCO SERVICES INCORPORATED l EBASCO SPECITICATION CONCRETE l SECTION I l CONCRETE MATERIALS AND MIKES, l CONCRETE MIXING AND TRANSPORTATION AND CONCRETE TESTING l CONTENTS (Cont'd) .
. Paranraoh Zage, a
Equipment, Machinery and Structural Grouting 18 28
.1 Precision Grouting , 28
.2 Specifications and Standards 28
.3 Grout Classifications 28
.4 Dry Pack Grout - Class I , 29
.5 Proprietary Grout - Class 2 30
.6 Controlled Shrinkage Grout - Class 3 33
.7 Placing of Grout 35 5
.8 Testing of Grout 40 Table A - Grading of Coarse Aggregates 41 l Table 3 - 1 Qualification Test Requirements
! for Grout Materials and Grouts l (prior to use) 42 , i Table B - 2 Test Requirements for Grout Materials and Grouts Curing Production 44 . Figure 1 - Chart of Gradation of Sands 46 Figure 2 - Grout Tiov Test Apparatus 47 l l
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Ebssto Spccifisceion Concreta - Project Identification No. CAR-SH-CH-6 - Section I , Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing .
- 1. JColg, This. is Section I of a Specification covering the general and specific re-
. quirements for concrete using on-site or established commercial off-site concrete production facilities.
This section covers the requirements as to the quality, handling and storage of the materials composing the concrete, the proportioning of the concrete, the batching and mixing of the concrete, the transportation of the concrete - and the testing of concrete materials and concrete.
- 2. SPECTTICATIONS AND STANDARDS Concrete work and miscellaneous materials shall be in accordance with the following ASTM Standards, ACI codes and other applicable standards to the extent referenced herein. Unless otherwise noted, the documents with addenda R4 amendments and revisions in effect on the date of the Purchase Order will apply.
Iater editions may be used by mutual consent in writing between the Seller and the Owner. . ASTM C31 Standard Method of Making and Curing Concrete Compressive
. and Flexural Strength Test Specimens in the Field.
ASTM C33 Standard Specification for Concrete Aggregates. , ASTM C39 Standard Method Test for Compressive Strength of Cylindrical Concrete Specimens. ASTM C40 Standard Method of Test for organic Impurities in Sands for Concrete. , ASTM C87 Effect of Organic Impurities in Fine Aggregates on Strength of Mortar . R2 ASTM C94 Standard Specifications for Ready-Hixed Concrete. ASTM C109 Test for Compressive Strength of Hydraulic Cement Mortars (using 13
- 1. is (30. um) euhe spw=== ) .-
ASTM C114 Chemical Analys'fs for Hydraulic Cement . ASTM C115 Test for Fineness of Portland Cement by the Turbidmeter. . ASTM C127 Standard Method of Test for Specific Gravity and Absorption of Coarse Aggregate. ASTM C128 ' Standard Method' of Test fo'r Specific Gravity and Absorption of Fine Aggregate. , ASTM C138 Tentative Method of Test for Unit Weight, Yield, and Air Content (Gravimetric) of Concrete. ASTM C143 Standard Method of Test for Slump of' Portland Cement concrete.
. ASTM C150 Standard Specification for Portland Cement. R3
, ASTM C151 Test for" Autoclave Expansion of Portland Cement.
Eb3s23 Sp;cificctio2 Concrcto Project Identification No. CAR-SH-CH-6 . Section I - Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing ,
- 2. SPECITICATIONS AND STANDARDS (Cont'd) .
ASTM C 78 Standard Method of Test for Tiexural Strength of Concrete (Using simple Beam with third-point loading). ASTM C157 Standard Method of Test for Iangth Change of Hardened Cement Mortar and Concrete. ASTM C496 Standard Method of Test for Splitting Tensile Strength of cylindrical
. Concrete Specimens.
ASTM C512 Standard Method of Test for Creep of Concrete in Compression. ASIM D512 Standard Methods of Test for Chloride Ion in Industrial Water and Industrial Weste Water. R4 ASTM D516 Standard Phthods of Test for Sulfate Ion in Water and Waste Water. ASIM C642 Standard Method of Test for Specific Gravity, Absorption, and Voids
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in Hardened Concrete. ASTM D1411 Standard Methods of Test for Water-Soluble Chlorides Present as Admixes in Graded Aggregate Road Mixes. ASTM C183,, Standard Methods of sampling Hydraulic Cement __,
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ASME/ .Section III, Division 2,1975 edition with 1975 Winter Addends ACI 359 " Code for Concrete Reactor Vessels and Containments." CRD-C39 Method of Test for Coefficient of Linear Thermal Expansion of Concrete. i CRD-C44 Method for Calculation of Thermal Conductivity of Concrete. American Public Health Standard Methods Tor Examination of Water and ' Association Waste Waters-Document 208A Test Methods.
- R7 ASIM C469 Standard Test Method for Static Modulus of Elasticity and Poisson's
- l R}
Ratio of Concrete in Co=pression. Y' I i -2
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- Eb:sts Spesificction -
C ncroco . Project Identification No. CAR-SH-CH-6 , Section I Concrete Materials and Mixes Concrete Mixing and Transporta' tion and Concrete Testing , , 2. SPECIFICATIONS A2tD STANDARDS (Cont'd)
. ASTM C172 Standard Method of Sampling Fresh Concrete.
ASTM C173 Standard Method of Test for Air Content of Freshly Mixed Concrete.by the Volumetric Method. Test for Tensile Strength of Hydraulic Cement Mortars . 13 AS M C190 AS M C191 Test for Time of Setting of Hydraulic Cement by Vicat Needle , - AS M C192 Standard Method of Making and Curing concrete and Test Specimens in the Laboratory. R3 ASM C204 Test for Fineness of Fortland Cement by Air Permeability Apparatus . ASTM C231 Standard Method for Air Content of Freshly Mixed Concrete by the Pressure Method. Standard Specification for Air Entraining Admixtures for Concrete. ASM C260 ASTM C311 Standard Method of Sampling and Testing Fly Ash for Use As 12 An Admixture in Fortland Cement Concrete. ASTM C494 Standard Specification for Chemical Admixtures [or Concrete. ASTM C567 Standard Method of Test for Unic Weight of Structural Light-weight Concrete. ASTM C618 Standard Specification for Fly Ash and Raw or Calcined Natural R2 Fozzolans for Use in Fortland Cement Concrete. , ACI 211.1 Reconsnanded Fractice for Selecting Proportions for Nomal 13 Weight Concrete. ,
.ACI 214 Recommended Fractica for Evaluation of Compression Test Results of Field Concrete.
ACI 301 Specifications for Structural Concrete for Buildings R4 Recommended Practica for Measuring, Mixing and Placing Concrete R4 - ACI 304 Racoussended Practice for Hot Weather Concreting, ACI 305 ACI 306 Recommended Practice for Cold Weather Concreting.
. Raconsnanded Practice for Consolidation of Concrete R2 ACI 309 ACI 318 Building Code Requirements for Reinforced Concrete 24 ACI'506 Recomended Practice for Shoterating. R1 Any conflict between this Specification and/or the referenced codes and standards shall be immediately brought to the Engineers attention for written resolution.
Seller shall list in his proposal any additional codes or. standards he in-tends to invoke in the performance of this Specification's requirements.
.3.
Ebasso Spstificatica , Concrete s-Project Identificat. ion , No. CAR-SM-CR-6 Section I ,, Concrete Meterials and Mixes ~ Concrete Mising and Transportation and Concrete Testing
- 2. SPECITICATIONS AND STANDARDS (Cont'd)
ASTM C88 Standard Method of Test for Soundness of Aggregates by use of Sodium Sulfate - ASIM C117 Standard Method of Test for Materials Tiner than No. 200 Sieve in Mineral Aggregates by Washing ASTM C123 Standard Method of Test for Lightweight Fieces in Aggregate ASTM C131 Standard Method of Test for Resistance to Ab'rasion of Small Size Coarse Aggregate, by use of the Los Angeles Nhchine . ASIM C136 Standard Method of Test for Steve or Screen Analysis of Fine and Coarse Aggregate ASTM C142 Standard Method of Test for Clay Lu=ps and Triable Part-icles in Aggregates R7 ASTM C289 Standard Method of Test for*Fotential Reactivity of R$ Aggregates (Chemical Method) ASTM C535 ' tandard Meched of Test for Resista'nce to Abrasion of S Large Size Coarse Aggregate by Use of the Los Angeles Machine ASTM C566 Standard Muchod of Test for Total Moisture Content of Aggregate by Drying ASTM C827 Standard Method of Test for Early Volume Change of , Casentitious Mixtures CRD - C9 Method of Test for Bleeding of Concrete CRD- C79 4 Method of Test for Flow of Grout Mixtures (Tiow Cone Nhthod) . CRD - C82 Method of Test for Time of Setting of Grout Mixtures CRD- C621 Corps of Engineers Specification for !fon-Shrink Grout g g) 1A -
Eb3sso Sp:2ific2tiO3 - Concrete , Project Identification , No. CAR-SH-CH-6 Section I Concrete Materials and Mixes Concrete Mixing and Transportation ' and Concrete Testing
- 3. GEN!3tAL The quality of materials and method and control of manufacture and trans-portation of concrete shall conform to the applicable portions of this Specification and to tha ASTM Designation C94 " Standard Specification -
for Ready. Mixed Concrete."
.1 Inspection The owner shall have the right to inspect the sources of materials, the layout and operation of materials storage, the concrete batching and mix-ing equipment, the quality control system and the equipment for ersaspor-tation of concrete to the jobsite. .
4 DETINITIONS , Definitions of terms used in this Sp~ecification are as follows:
.1 owner In these Specifications, the word " Owner" shall mean the individual ap-pointed by the owner and charged with technical acceptance of the work for the owner, or his authorized agents, engineers, assistants and inspectors acting severally within the scope of the particular duties and authorities delegated to them.
.2 Engineer -
In these Specifications, t'he word " Engineer" shall mean the Design Engineer, Ebasco Services Incorporated.
.3 Detailed Specifications Where the phrase " Detailed Specifications" is used in this Specification, it shall be understood to refer to Specifications which may be~ included on the construction drawing.s or in the Coderact for the purpose of supplementing, modifying or eliminating any of the requirements of this Specification.
4 Arrretates
" Aggregate" in general designetes both the fine and co.trse inert c>aterials used in the manufacture of concrete. Sand is a fine aggregate. Crushed rock, natural gravel, or crushed gravel are coarse aggregates.
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Ebssco Specifisction A Concrete . Project Identification . No. CAR-SH-CR-6 Section I Concrete Materials and Mixes , , concrete Mixing and Transportation . and Concrete Testing
- 3. M&TERIALS FOR STANDARD CONCRITE
'The ingredients to be used is the manufacture of concrete shall consist solely of a standard type Portland Cement (or Ply Ash substitute as per R2 paragraph 16), clean, natural rock aggregate, clean water, and admixtures .
as called for in Paragraph 10.
- 6. M This Specification cotirneplates the use of established commercial brands of the standard types of lortland Cement conforming to the requirements of the current standard specifications of ASTM, entitled " Standard Specifications -
for Portland Cement ASTM Designation: C150."
.1 Cement for standard Concrete
. Unless otherwise called for in,the detailed specifications for a particular job, cesant shall be " Type II." .Only one brand of cement from one stil shall be used for the duration of the project unless authorization is obtained from the Engineer in writing to deviate. .
.2 Certified Mill Resorts A certified report attesting to the conformance of the cement to these specifications by the cement manufacturer's chemist shall be furnished to the owner. Testing shall be performed in secordance with ASTM C150 and certification supplied on cement from each bin'and for each one day's R4 p=aduantaa in the mill from which sement is furnished.
.3 Maximum Cement Tessersture C&sent which has a temperature exceeding 150F shall not be used in the work g4 unless otherwise directed by the owner. The owner shall test the cement for false and accelerated set.
4 Vnit of Measurement Cement . The unit of measurement shall be a barrel of 376 lb net, and has (or sack) of 94 lb not (equivalent to one cubic foot).
.5 1h,1pment and storane All cement shall be completely protected from exposure to moisture in transit, in storage at the site and until it enters the concrete mixer as a dry flour free from lumps. Storage bins for bulk Cement should be so constructed that there .is no dead storage.
Conveyances of bulk cement shall be sealed and tagged before leaving the place of manufacture, showing lot numberi controlling specification, date of manufacture and type. If bag cement is used, each shipment shall be tagged with the same I identification as for bulk cement. All tage and markings shall be maintained with the insterial at site storage. J
Ebhissa Specific: tion , Coner:ta Project Identification # No. CAR-SH-CH-6 . Section I Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing - - 7.- . AGGREGATES,
.1 Sources and Approvals - Aggregates shall be produced only from sources R4 approved by the Engineer. Such approval will be given only after the owner has made tests to establish that concrete of acceptable quality can be made from the materials proposed. Only one source of aggregates shall be used for the duration of the project unless authorization is obtained from .
the Engineer in writing to deviate. Identification of the aggregate in-dicating size, source and controlling specification shall remain with the R4
, aggregate during production, transit and concrete plant storage.
.2 ASTM Standard Soecifications Except as otherwese called for in this Specification, aggregates for R4 concrete and general purpose grout shall conform to " Standard Specification for Concrete Aggregates, ASTM Designation C33," including the "Hethods of sampling and Testing" included therein.
Exceptions to Specification ASTM C33 are as follows: a - The use 'of blast-furnace slag will not be permitted without the specific written approval of the Engineer in each instance. b - The ASTM C40 standard calorimetric test for organic impurities - shall be used, and sands producing a color darker than standards shall be tested in accordance with ASTM Cg7. If the relative strength at 7 days, calculated in accordance with section 10 R2 of ASTM C87 is less than 95 percent, the sand shall be rejected. Deviation from this rule will be permitted only upon written approval of the Engineer in each instance. .
.3 Sasolins and Testina Amiresstes .
The aggregate shall be tested by the supplier for gradation and fineness modulus every 500 tons and for specific gravity and absorption every 5000 tons. In addition, aggregate to be used for concreting of Class I Seismic Structures shall be tested by the owner during concrete production R4 for the requirements and respective' frequencies tabulated below e a I
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Ebasco Specification , Concreta - Project Identification No. CAR-SH-CH-6 , Section I , cdacrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
.3 Samplina an'd Testina Amarenates (Cont'd)
Requirements Test Method Freevency a) Gradation ASTM C136 Once daily during production (*) b) Moisture Content ASTM C366 Twice daily during production c) Material finer than #200 ASTM C117 Daily during production Steve d) Organic Impurities ASTM C40 Daily during* production e) Friable Tarticles ASTM C142 Monthly during production f) Lightweight Particles ASTM C123 Monthly during production g4 _ N h) Specific Gravity and ASTM C127 or Monthly during production Absorption ASTM C123 i) IAs Angeles Abrasion ASTM C131 or Every 6 months ASTM C335 j) . Potential Reactivity ASTM'C289 Every 6 months k) Soundness ASTM Cgg Every 6 months
- 1) Water Soluble Chlorides ASTM D1411 Monthly during Production
(*) Twice daily during production if more than 200 ciu. yds. of concrete are placed. . Samples of the aggregates for six design and determination of suitability shall be taken under the supervision of the owner and delivered to the laboratory well in advance of the scheduled placing of concrete. Records of tests which have been made on proposed aggregates and on - concrete nade from the source of aggregate shall be furnished to the Engineer in advance of the work for use in determining aggrego:e
. suitab ility. Testing shall conform to ASTM C-33, C-127, C-128, R4 R7 and C-566. ,
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Eb sto Specification- . Concrcco Project Identification ,, No. CAR-O!-CH-6 , Section I Concrete Materials and Mixes Concrete Mixing and Transportation
- and Concrete Testing 7 .* AGGRIGATTS (Cont'd)
.4 Stockpiline and Storing Aggregates shall be handled, transported and stockpiled in a manner that ensures
. that there is a practical minimum of segregation and that the fineness R4 moduli and gradation are maintained within the range specified. Intermixing -
between stockpiles shall be prevented. Suitable storage facilities shall be provided to ensure that the above requirements are met and to prevent the
. intrusion of foreign materials in the concrete.
.5 Fine Azzregate Fine aggregate shall consist of natural sand, manufactured sand or a combi-nation of natural and manufactured sands. The sand shall be sharp, hard, strong and durable and shall be free from adherent coating, clay, loam, alkali, organic material or other deleterious substances.
a" -Machine-Mede Sand - Machfhe-made s.and will be acceptable, upon - approval by the Engineer, provided that the constituer, rock composition shall be sound, hard, dense, non-organic, ancoated and durable against weathering. , b -Screening and L'ashinz - Sand shall be prepared for use by such screening or washing, or both, as necessary to remove all , objectionable foreign matter, while separating the sand grains to the required size fractions. e -Foreign Material Limitations - Sand shall be' free from all
, vegetable substances and injurious amounts of dust, clay lumps, soft or elongated or flaky particles, shale, alkali, organic matter, loam, mica and other deleterious substances.
The percentages of deleterious substances in sand delivered to the mixer shall not exceed the following: Percent by Weight Material Passing No. 200 Scre,an 3 Lightweight pieces (shale, coal, lignite, etc) 1 Clay Immps 1 Total of All Above Substances 5 o
'Ibasco Specificatina concrcta Project Identification ,.
No. CAR-SH-CR-6 , Section I Concrete Materials and Mixes
- Concrete Mixing and Transportation and Concrete Testing ' '
- 7. AGGREGA_TES (Cont'd)
.5 .d -Cradation - The sand shall be so graded that concrete of the required economy, workability, density and strength can be produced using the specified veter-cenent ratio. The grada-tioh'bf sand in accordance with ASTM C33 as hhown by Figure 1 R2 can be used as a preliminary guide in evaluating available ma- -
terials. Sand may be separate 1 into two or more classifications but the resulting combined sand shall be graded within the speci-fled limits. e -Fineness Modulus -The sand shall have a fineness modulus of not less than 2.5 nor more than 3.0. The fineness modulus will be determined by adding the cumulative percentages retained on the . six standard sieves No. 4, 8,16, 30, 50 and 100 and dividing by 190. . f * -5pecific Cravity Sand having a specific gravity below 2.56 .-- 12 (saturated surface-dry basis), shall not be used without special , permission of the Engineer. . 3 -Mortar Streneth Test -Sand, which fails to produce tensile and compressive strengths in 1:3 mortar equal to that made with standard Ottawa sand shall not be used without written authori-sation of the Engineer.
.6 Coarse Artreeste .
Coarse agsfogate shall consist of hard, durable crushed rock or natural gravel. It shall have no adherent coating and shall be free of lumps of , clay, loan, sticks and other organic matter and altari~ or other d,1sterious subs tances. a -Washing -Natural gravel and crushed rock shall be washed with high-pressure sprays when necessary for the renoval of dirt, or dust coating. . b -Crading -The grading of the coarse aggregate shall be in sepa-rated size fractions which shall conform to the requiraments given in Table A of this specification. The designated size of aggregate R4 shall be No. 4 to 1-1/2 unless otherwise noted on the deswings or approved by the Engineer.cradation 357 or 467 as required by ASTM C-33sha11 not be furnished as one graded item but shall be obtained g3 by combining at taast two (2) separate gradation sizes
-9
. . Ebas2s $psaifisation
- Cracrata ,
Project Identification No. CAR-SH- CH-6 - Section 1 ' Concrete Materials an'. Mixes Concrete Mixing and I ansportation and Concrete Testing .
- 7. AGGREGATES (Coc:'d)
.6 Coarse Artremate (Cont'd) e -someme cravity -No coarse aggregate of less than 2.60 specific gravity (saturated surface-dry basis) shall be used, without
' written approval of the Engineer.
d -Foreikn Material Limitations -The percentages of deleterious substances in the coarse aggregate delivered to the mixer shall - not exceed the following: Percent by Weinhe
, Material passing No.200 screen 1* R4 Lightweight pieces (Shale, coal, lignite, etc.) 1 17 Clay lumps 1/2 R2 Total of all substances 3
* "In the case of caushed aggregates, if the material finer then the No. 200 R4 sieve consists. of-the dust of fracture, essentially free from clay or shale, this percent may be inc,reased to 1.5." ,
e -Abrasion -The coarse aggregate hsed for, concrete for all struc-tures except for seal mat shall have a maximum of 40 per cent loss
, in weight when tested by the Ias Angeles Machine. 2he coarse aggregate used for concrete for seat met shall meet the require-ments of AS'Di C33.
S. M
.1 .Qualitz, Water for mixing or curing of concrete shall be free from any injurious R4 amounts of acid, alkali, salts, oil,. sediment or organic matter as listed , below and shall be sampled, tested and analysed initially for use in R4 trial mixes and monthly thereafter for use in production concrete by the owner or an organization designated by the Owner, unless otherwise spe.cified in this specification.
3M STANCE LIMIIAI$N ACIDITY Maximum of 2000 ppa as CACO.3 Inorganic Acids Minimum ph not less than 5 R4 ALKALINITY Hydroxide Alkalinity Maximum of 200 ppa as CACO 3 Carbonate Alkalinity Combined Maxi =um of $00 31 carbonate Alkalinity ppa as CACO 3
Ebasco Spacificarica , Concrete Project Identification ' No. CAR-55-CE-6 Section I Concrete Materials an'd Mixes Concrete Mf,xing and Transportation
,and Concrete -
M (Cont'd) 8.
.1 Quality (Cont'd)
JBf.Tet!E. LagIAupN SEDIMorrs: Clay or yine Rock Particles Maximus of 1500 ppa Total - Suspended Solids at 103 C OIL: Maximum of 200 ppa Freon R4 Extractable organics TOTAL ORGANIC CARgoNr Maximum of lbo*ppe Organic Rg Carbon (Water for curing may y exceed this requirement when approved by the Engineer in writing.
- Whenever the organic carbon exceeds 20 ppa, the testing for water gustity shall)18 be performed twice a month. In addition, tests for compressive strength, setting time and soundness specified in paragraph 8.2d shall be performed when carbon content values exceed 20 ppa for which tests have not been conducted previously to justify acceptability.
.2, Oilorides. Dissolved Solids in Vater and Miscellaneous Water Quality Raoutrements Water used for all structures, shall not exceed the following limitations and shall be tested initially and monthly thereafter(unless otherwise specified herein) for use in production concrete by the Owner or an organisation designated by the owner. .
. a -7ae=1 M = W an - The mixing water, including that contained as free water
- ,a the aggregates, shall not exceed more than 250 ppa of chlorides as C1
~
R4 ions as determined by ASTM D512, Method A. " Chloride Ion in Industrial Water and Industrial Waste Water" unless the Engineer allows a deviation in writing. The water-soluble chloride content of the aggregate shall be established.by the methods described in ASTM D1411, " Water Soluble Chlorides present as Admixes in Graded Aggregate Road Mixes". b -jgif,g,gg, - Total sulfates in the mixing water shall not exceed 1000 ppa, as determined by ASTM D516, Method'A. - c -Solids Content - The total solids for the =ixing water shall not exceed 2000 ppa as determined by American public Health Association's
, " Standard Method for Determination of Total Solids".
d -Miscellaneour' Reevirements -.In addition to limitations a-c above, mixing water shall be tested during production is accordance with the tests and frequency schedule tabulated belev, a:d ther results shall be compared to the results using distilled water fer compressive strength, setting time and soundness (ASTM C109, C191 and C151) require =ents only, s
s l l l Ebasca Specificatica Concrete
~
Project Identification No. CAR-SR-CR-6 - Section I Concrete Materials and Mines concrete Mixing and Transportation - and Concrete Testing s .' ' yA3It (Cont'd) s.2 Chlorides. Dissolved Solids in Water and Miscellaneous Water Quality Reeuirements d - (cane'd) Frequencya p Requirements Test Allowable Deviation Containment All Other Machod From Rasults with Building Only Concrete Distilled Water
. Effect on Compressive ASTM C109 Not less than 107. Lower Monthly Every 6 13fenath Mancha Setting Time ASTM C191 + 10 minutes for initial Monthly Every 6 ,
setting time & Heaths
,t,1 hour for final setting tian 11 Soundness , ASTM C131 Not more than 0.10 above Monthly . Every 6 Months chlorides ASTM D512 - Monthly -------
- Whenever the organic carbon exceeds 20 ppa, the frequency of testing for water shall be increased as required by Paragraph s.1 of this Section.
- 9. AIR ENTRAINMENT .
An approved air-entraining agent shall be used in all concrete covered by this Specification except as directed by the Engineer. The agent used shall meet AS'Dt Specification C-260, so to produce entrained air within the following limits, and to meet the requirements of paragraph 10.6 nelow. Total air content shall include R2 2 that dua to use of. water reducing. and/or retarding admixtures and fly ash. , Nominal Maximus size of Total Air Content Coarse Anerenate - Inches Percent by Volums 3/s - 6-s 17 1/2_,, ,__,, , , , , . . . , , 3, ,, , 3/4 4-s
.. 1 . .
34s-6h R4 1h 3-6 2 .
.. -._. .. - 2h-sh 3
1h=4h . R5 3/s (class T Concrete) 2 All interior Monolithic *
~~
71nish Floor 4 Maximum
.1 Air *Then1Mhrt"46eht ** ~~ ~ ' " ,
Air entrainment cement shall conform to ASTM Specification C-150. Ebasco Specification Concrete - Project Identification No. CAR-SH-CH-6 Section I - Concrete Materials and Mixes ' Concrete Mixing and Transportation ' and Concrete Testing 10 ADMIXTnES-Water red'ucing or water reducing set retarding admixtures shall be used in all concretruvured by this specification in m:ounts recomme'nded by the
- Manufacturer and verified by trial mixes.
.1 Chemical Base Admixture used may be of the lignin base, hydroxylated carboxylic acid polyhydroxylated copoly.or or formaldehyde type. Any admixture used shall have R8 been in general commercial use for a least five years and have a proven record , ;
of success. '
.2 Brand of Admixture
. Only one brand ad=ixture of each type required shall be used on a projNt unless a deviation is approved in writing by the Engineer.
.3 ASTM Recuirments -
Admixtures shall meet requirements of ASTM C494 Type A for water reducing type admixture and Type D for water reducing set retarding type admixture. 4 Soecial Retardation Recuirenents Type D admixtures shall meet the set retardation requirements. of ASTM C4 4 (Table I) when the temperatura of the freaA contrace= mis and/or the atposphere is 90 y (,-3 r). The same six shall also meet the set requirements at 73 y in accordance with ASTM C494 .
.5 Markin Requirements All containers of admixtures shall be clearly marked, showing storage require = i ments and controlling specification, R4
.6 Trist Hix Data Requirements
' Infra-red spectral curves, pH and solids content shall be supplied by the * * ' R4 Manufacturer of the material used for trial e.ixes. Each batch of admixture supplied for the project shall be accompanied by an infra red spectral curve, pH R4 and solids content supplied by the Manufacturer along with certification by a qualified chemist that the material supplied is the same as that used in the crial mixes. If,16 the judgement of' the owner the curve does not match che
, curve supplied 'with the
- trial mix, a new trial r.ix shall be made to ascertain "the effect of the change'in mix of the admixture. If the new trial mix indicates markedly dif ferent water content, retardation, time or strength gain, the new a
batch of admixture may be rejected.. infra red.spectrophotomettg, pg.e gnolid er on . g4 cotatant ta'sts in accordance with AStt C494* shall be performed yt __ __ ;+vuv~wWten n(L TYY(A _DCg)CJ n t d u r in[] _ pr od u $ t i o n .
, Ebassa Sposific tion
- Concrete ,
Project Identification - No. CAR-SE-CH-6 , Section I Concrete Materials and Mixes Concrete Mining and Transportation and Concrete Testing -
- 10. ADMIXTURES (Cont'd) ,,
.7 Use of Admixture Type D water reducing, set retarding admixture shall be u?ed is all sonarete placed whenever the dry bulb temperature equals or essade SS F or the temperature of the fresh concrete equals or exceeds 75 F, and La any mass -
placement of concrete which, in the judgment of the Owner, requires' retardation due to heat of hydration. At the owner's option, either Type D 17
, water reducing set retarding admixture or Type A water reducing admixture may be used in all other concrete on the project.
Use of formaldehyde based admixtures in concrete such as Nelment L-10A c'onforming to ASTM C-494, Type A, shall be strictly in accordance with manufacturer's R8 recomunendations. ~
.8 Chloride Content No admixture containing chloridea to an extent that the requirements of Paragraph 8.2, with the admixture mixed with the water, are exceeded shall be acceptable unless the Engineer allows a deviation in writing as defined in Paragraph 9.4 of festion II of this .*pecification, 4
. .9 Form of Adaiature All admixtures shall be in liquid form when added to the concrete mix.
.10 Mixins Admixtures Admixtures shall not be blended with air entraining agents or cement prior to their addition to the concrete mix. .
- 11. CLASSES OF CONCRETE AND MORTAR +
Concrete is designated by classes according to the required compressive strength at 28 days. The class t- le used in each part of the work will be shown on the drawings, or will be designated by the Engineer. The methods of determining the 23-day strengths shall be in accordance with the pertinent AgTM Standards as specified in Paragraph 13.0 of this section.
.1 Standard Class Desianations The following class designations shall be used (See Paragraph 11.3) a - Class AA Concrete Compressive Strength, 4000 lb per sq in, b - Class A Concrete Compressive Strength, 3500 lb per sq in.
Ebasta Sposifisctica Concrete - Project Ide'tification n "
- No. CAR-SH-CE- 6 Section I Concrete Materials and Mixes .
Concrete Mixing and Transportation
.and Concrete Testing
- 11. CLASSES OF CONCRETE AND MORTAR (Cont'd)
.1 Standard Class Desirnations (cont'd) .
. s - Class B Concrete Compressive Strength, 3000 lb per sq in, d - Class C Concrete Compressive Strength, 2500 lb per sq in. ,
e - Class D Concrete Compressive Strength, 2000 lb per sq in, f - Class X Concrete .-- A spec'ial mix designed for conditions which cannot be met by one'of the above classes. The compressive strength will be noted R3 on the drawings. . 3 - Class F Mortar
- Class F mortar shall be composed of cement, sand and water. The mortar six will be shown on approved drawings or will be as directed by the Engineer. The six vill . generally be designated by volumetric proporcions. The water content shall be as directed by the Engineer. .No metallic expansive materials shall be used in Class T sortar. .
h - Class T Concrete A special concrete for floor topping: Compressive Strength 5000 lb per sq in. Special aggregate requirements apply to this class. Coarse aggregate shall be No. 3 to 3/8 in. (See Table A). .
.2 Preoortionina Proportioning, as used in this Specification and in accordance with AC1-211.L R3 E
- and ASHz/ACI 359, Section III, Div 2
- is th,e process of deter =ining the proportions of the various ingradients to be used to produce concrete of the "
required strengfE, workability', durabilffy' ans 'other'p'roperties.' Bacching it the act,of measuring.or weighing the materials according to the properties specified. Batching of =4terial for' concrete manufacture shall be in accordance w'ith ACI 304 Only those materials from stockpiles or storage containers which have been accepted that the di 1 shall be used. Material shall narticle =1: necessary to =aintain be drawn of f vienin the rar-in a canner sfied. Materiaf shall be tribution of tescreene3 tis and kinds remain cne soove dies exci stribution. R4
d~w/MAsu5 Mi o Concrata + Proj0tt Idcntification No. CAR-SH-CH-6 . Section I Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
- 11. CIASSES OF CONCRITE AND MORTAR (Cont'd)
.3 Responsibility for Proportions The responsibility for proportioning shall rest with the owner, who shall specify the mixes to be used for various classes, and the various places where each is to be used. The Owner shall continually check the effective-ness of the designate 3 proportions by tests and by observations in the field and from time to time, may change the proportions to suit the variations .
in ' the' aggregate, or to provide a more desirable or more economical mix. It is . intended, however, that only one mix be used if possible for all exposed concrete on the project or on a single structure.
.4 Proportioning for Maximum Density Suitable proportions of the sand and the several sizes of coarse aggregates for each class of concrete shall be selected to give the maximum density practicable, this to be determined by mathematical means, laboratory tests, field trials or other means. If necessary, the gradation of the aggregate shall be corrected so that maximum density concrete can be produced. The specific weight of the cured concrete shall be 137 pounds per cubic foot R3 minf=um for all concrete except for the internal concrete structure within the Containment Building which shall have 'a minimum specific weight of the cured concrete of 140 pounds per cubic foot. Cured concrete shall be defined as the 28 day " air dry" concrete in accordance with ASTM C-567, Paragraph 2.
.5 Procortioning for Strensth The concrete trial af.x shall be proportioned, in accordance with ACI 211.1, and ASME/ACI 359, Section III, Div 2* such that the strength used as the basis for selecting proportions exceeds the required class strength by 1200 psi when both air content and slump are the maximum permitted by this R4 specification. This expected strength shall be verified by laboratory trial mixes as the average of at least three specimens tested at 28 days with a maximum variation of not more than 5 percent between the three tests. A minimum cement content of 4.50 sacks of cement per cubic yard of any class R2 of concrete shall bi used to insure concrete quality and durability.
For Class D (2000 psi) concrete used in all locations except in the areas of the containment buildings, the basis for selecting proportions shall exceed the ' taquired class strength by 15 per cent. The expected strength .for Class D ,, .. . concrete shall be verified in the same manner as described above. Using the . E methods of ACI 214, the amount by which the average strength munit exceed f ' ' *
,, =ay be reduced to an appropriate level below 1200 psi af ter sufficient tesA '
data becomes available from the job to indicate that, at thelover average strength the probable frequency of tests c: ore than 500 psi below fe'v111 not exceed 1,in 100 and that the probable frequency of an average of three consecutive i tests belov fe' vill not exceed, 1 in 100.
- 1975 Edition with Winter 1975 Addenda.
. Conersta Prajoct Identificatien No. CAR-SH-CH-6 Section I "'
Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
- 11. CIASSES OF CONCRITE AND NORTAR (Cont'd) -
.5 (Cont'd)
A curve shall be established for strength tests showing the relationship between water-cament (W/C) ratio and compressive strength. The curve shall be based on at least three points representing batches which produce g4 strengths above and below that required. Each point shall represent the average of at least three specimens tested at 28 days or other age as - specified in this specification. The maximum permissible W/C ratio for
. the concrete shall be that shown by the curve to produce the average strength specified unless a lower W/C ratio is required by the durability requirements (see para.11.7 below).
.6 Defining Water-Cament Ratio ,
In addition to the requirement that concrete shall approach the maximum
- density, the " water-cement ratio" method of design shall be followed, and the design shall be such as to produce the necessary workability in the fresh concrete and the required qualities in the hardened concrete. Th e_,
water-cement ratio (W/C) is defined as the weigth of water in the mix. , (including the surface moisture of the aggregates) divided by the weight of cement in the mix.
.7 Water-Cement Ratio .
The actual water-cement ratio to be adopted shall be determined in each instance by the owner. In general, the W/C ratio, by weight, shall be R3 between 0.44 and 0.60, except for the class D concrete for which the W/C
. ratio may be between 0.44 and 0.68 and for concrete exposed to fresh R4 water and intended to be watertight which shall have a maximum W/C ratio of 0.44. -
.8 Procortioning bv W/C Ratio The W/C ratio specified for use by the Engineer shall be maintained. The owner will determine the water content of the aggregates frequently as the work progresses, and the amount of mixing water entered at the mixer shall be changed as directed by the owner so as to maintain the specified W/C ratio. ,
.9 Consistency and Slumo Concrete shall be of a consistency and workability suitable for the conditions of the job.
~
The slump test shal1 be used both in the field and in the laboratory to determine the consistency of concrete.
- _ _ _ . - =- __ . ...
~ '
Ebasco Spscificatien - Concrcto Project Identification . No. CAR-SH-CH-6 , 4 Section I Concrete Materials and Mixes Concrete Mixing and Transportation , and Concrete Testing
' ~
- 11. CIASSES OF CONCRETE AND MORTAR (, Cont'd)
.9 (Cont'd)
It shall be made ih-accordance with " Standard Method of Test for Slump of Portland . Cement-Concrete," ASTM Designation C-143. .. The slump test frequency shall be in accordance with Para. 13.6 of this Section.
, Slumps for reinforced concrete elements shall be a maximum of 4 inches. Except for concrete for biological shielding for which the slump shall be an absolute maximum of 4 inches, a tolerance of up to one (1) inch above the indicated
==rimum shall Be allowed.
When approved by the Owner, the slump of concrece including biological shielding concrete using a formaldehyde based admixture such as Malment L-10A conforming to R8 ASTM C-494 Type A,shall be an absolut's maximum of 8 inches. The slump for floor tepping, (Class T Concrete) can vary from 0 inches to a R4
=aximum of 1 inch. .
The preferred maximum slu=p for heavy = ass construction is 2 inches and the minimum 1 inch. In no case shall the slump exceed 4 inches except as indicated above. , The above range of slumps shall be used unless otherwise approved by the owner. - Note: High-frequency vibrators are to be used for all concrete placements. See Section II, Paragraph 5.14. Concrete shall be placed with the lowest slump possible p'rovided it is . properly placed and consolidated. .
.10 Special Circumstances Under special circums'tances, if the Owner so requires, the ready-mixed concrete manufacturer shall assume responsibility for design of the concrete mix. , The owner shall specify the following for each class of concrete to-be delivered:
a - Minimum allowable 28-day compressive strength. b - Sizes of aggregate. c - Slump desired at point of delivery. d - Requirements as to use of air entraining agent. e - Requirements as to use of ad=ixtures.
- 12. TRAN5p0RTATION AND MIXING OF CONCRETE Transportation of concrete from the batching plant to the spec'ified point or points of delivery at the job shall be in types of equipment approved by the Owner. The type of equipment used for various classes of concrete
-and at various times shall be selected to best suit the job require =ents.
The use of non-agitating type trucks shall be premitted only under special circu= stances and only for short hauls over very s=ooth roads.
bbases Specification Concroto Proj ect Identification - No. CAR-SE-CE-6 Section I Concrete Materials and Mixes Concrete Mixing and Transportati6n and Concrete Testing
~
- 12. TRANSPORTATION AND MIXING OF CONCRETE (Cont'd)
Transportatici equipment shall be kept in good mechnaical condition and any
' piece of. equipment which, in the opinion of the owner, is not in acceptable condition, shall be removed from service under this Specification until ,
acceptably reconditioned. Truck mixers shall conform to ASIM C-94 The range of mixing capacities and -- corresponding mixing time for all mixers shall be determined by the performance . of mixer uniformity tests as specified in ASTM C-94. Mixers shall be used only within the range of capacities and mixing times qualified by =ixer uniformity ' tests.. Mixer unifor=ity in accordance with ASTM C-94 shall be checked initially Each batch of concrete shall be mixed not and every six (6) months thereaf ter. less than 70 'nor more than 100 revolutions of the drum at the rate of rotation - R4 4 designated by the Manufacturer as mixing speed. Any additional mixing shall , only be done at agitating speed. If necessary for proper control of the concrete, mixing shall not' commence and water shall not be added to the mix
~
until the truck mixer is at the site of concrete place =ent. Each truck shall be equipped with an accurate revolution counter. When a calfunction of the, . truck gixer counter occurs, =anual coun~ ting of the mixer revolutions is per=itted R7 by use of a hand held mechanical counter. See Paragraph 4.l', Section II for additional infor=ation on delivery time of concrete. R@
.1 Unifor=ity of Delivered Concrete -
Special care shall be exercised to control the consistency of the delivered concrete as uniformly as possible. This control shall be by means of slump tests, air content measurements, visual observations of segregation and co=pressive tests. .
- 13. SAMPLING AND TESTING a - Specified Properties (For Containment Keructure Only) -
For concrete to be used in the Containment Structure the properties tabulated below shall be measured - prior to construction - in
~
accordance with the respective specifications and the applicable conditions noted below: Age. of - Property Soecification Samole (Davs) Teneerature ( F)
- 1. Slu=p ASTM C143 NA NA -
- 2. Compressive ASTM C 39 3, 7 & 28 As per ASIM C 39 R4 Strength
- 3. Flexural Strength ASTM C 78 28 As per ASTM C 78
- 4. fplitting Tensile SIM A C496 28 As per ASTM Cf.96 Strength S. Static Modulus ASTM C469 25 As per ASTM C169 of Elasticity
. Ebcsco Spccificatica Cencroto ,
Project Identification No. CAR-SH-C*d-6 - Section I Concrete Materials and Mixes Concrete Mixing and Transportation . and Concrete Testing
- 13. SAMPLING AND TESTING (Cont'd)
Age of Procerty Specification Samole (Days) Temperature ( F)
- 6. Poisson's Ratio ASTM C469 28 As per ASTM C469
- 7. Coefficient of CRD-C44' 28 Thormal Conductivity -
- 8. Coefficient of CRD-C39 28 Tharmal , Expansion
'9. Craep of Concrete ASTM C512 2,7,28,90 days M per ASTM C512 in Compression (*) and 1 yr.
- 10. Shrinkage (*) ASTM C157 4,7,14 & 28 days As per ASTM C157 Cosfficient (Length & 8,16,32 & 64 weeks change of cement mortar cnd concrete)
- 11. Dansity ASTM C642 28 . As per ASTM C642 l (Specific Cravity) . . . _
1 Cancrete slump, te=perature, air conteur, and mechanical,prpperties examination shall bn performed on a cournon sample to establish conformance with the provisions listed ' ebove. _ .. !* These tests shall be concurrent with construction. - - - - - - - - b - Ceneral - Facilities required for sampling materials, both at the source of supply and at thec' entral mixing plant and facilities for taking 4 _ sample.s ,of. conciate, both at the mixing plant and as delivered on the job,. shall be provided when requested by the owner. R2 1 Samoline concrete shall be sampled at the point of delivery into the forms or at a centralized location as approved by the owner. .
.2 Concrete Tests ,
The methods used in sampling, making curing and . testing the concrete samples, either
- in the field or in the laboratory, shall be in accordance with the appropriate ASTM Standards and shall include but not_ necessarily be restricted to the fallowing standards:
ASTM C172 - Standard Method of Sampling Fresh Concrete ASTM C 31 - Standard Method of Making and Curing concrete Co=pressive and- - < - - - - Flexural Test Specimens in the Field. ASTM C192 - Standard Method of Making anc Curing Concrete Test Specimens in the - Laboratory. ASTM C 39 - Standard Method of Test for Compressi.e Strength of Cylindrical -- Concrete Specimens. ASTM C567 Standard Method of Test for Unie Weight of Structural Lightweight -----l Concrete. ASTM C138 - Tentative Method of Test for Unit-Weight, Yield, and' Air Content (Cravi=etric) of Concrete. l L . - _ - - - - _ _ _ :_. _- -__.- - ._- - - .. . _ _ .- _ -. . _ _ - -
@osco @pec69sectsca Crnereta Projcet Idsntificatica No. CAR-SE-CH-6 Section I ,
concrete Materials an'd Mixes Concrete Mixing and Transportation and Concrete Testing
- 13. SAMPJ.ING AND TESTING (Cont'd)
.3 Use of 3-Dav and 7-Day Tests Three-day, 7-day and 28-day tests shall be made on 6 x 12 in. cylinders. For each design mix, a correlation between 3-day, 7-day and 28-day strengths shall be. made in the laboratory. Soon after a job starts, a similar correlation will evolve for samples of concrete taken from the mixer. After that correlation has been established, the results of the 7-day tests may be used as an indicator of the compressive strengths which should be expected at 28 days. If 7-day tests show compressive strengths that are too low, corrective measures shall be taken at once without waiting for the results of the 28-day tests.
.4 Number of Test Cylinders The number of test cylinders to be made under various conditions shall be as follows :
Min No. o f Test Breaks cylinders 3 Day 7 Day 28 Day Extra Until final determination of each ~~ design mix for each class of - concrete placed in any one day.* Each 100 cu yd or fraction thereof 14 4 4 4* 2 For each class of concrete of determined mix placed in any one ,
-day-Each 100 cu yd or fraction thereof 4 -
1 2 1 R2 (or a minimum of one set per day)
- This is intended to cover only those new design mixes, created by modification of deter =ined design mixes, which have not been proven by the test lab prior,to their R) placement. When- 100 or-mere rese cylinders for a new design mix has proven the mix to be acceptable to the Engineer, the nu=ber of test cylinders rdquired for each 100 cu yd or fraction thereof may be reduced to a minimum of 4.
The extra cylinders will only be tested if it is necessary to substantiate 7 or 28 day test results.
.5 Evaluation of Strength Tests The concrete cylinders shall be tested for co=pressive strength in accordance with ASTM C39. The strength level of the concrete shall be considered satis-factory if: -
a - No individual strength test results falls more than 500 psi below the required class strength at 28 days. b - The averages of all sets of three consecutive strength test results equal or exceed the required class strength at 28 days. [ (2huus @O3MsMDEmn
. Cencreto 3 Project Idantificctica '
No. CAR-SH-CH-6 Section I Concrete Materials and Mixes Concrete Mixing and Transportation , and Concrete Testing -
- 13. SAMPLING AND TESTING (Cont'd)
~
.,5
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(Cont'd) Each 28 day strength test result shall be the average of two cylinders from the same sample. The variation between the two cylinders shall be not more than five (5) percent of their average. A greater variation shall require testing R4 of the third '(spare) cylinder to determine the average strength. If the third cylinder strength " variation"is also greater than five (5) percent from the average, the R3
~
Owner shall determine the reason for such a wide variation in test results and it4 rectify it.
' The coefficient of variation for the tests on each mix as determined in accordance with ACI 214, shall not be greater than fifteen (15) percent. A greater variation j will require a review of concrete batching, mixing and transporting facilities 'R7 and procedures to assure a reduction in this coefficient to the required fifteen (15) percent or lover. Refer to ACl 214 for correlation between the coefficient of variation and the average compressive strength requirements.
.6 Test for Entrained Air and Consistency a - Concrete shall be tested for consistency in accordance with ASIM C143 Test for ' Slump of Portland Cement Concrete. One slump test shall be R2 performed for the first batch placed each day and thereafter for each R4 50 cubic yards of each class of concrete placed. Additional slump tests may be required by the Owner in order to assure adequate control of the concrete.
b - Each sample removed for slump test shall be tested for entrained air R2 by either ASTM C173 Test for Air Content of Freshly Mixed Concrete by the Volumetric Method or ASTM C231 Test for Air Content of Freshly ) Mixed Concrete by the Pressure Method. l c - The temperature of the concrete shall be recorded with each slump R2 l tast. sampla.
.7 Density Tests
[ For all Class I concrete structures, as noted on the drawings, with biological l shielding requirements, the freshly mixed concrete unit weight and the air dry l concrete unit weight shall be determined in accordance with ASTM C567, Standard Method of Test for Unic Weight of Structural Lightweight Concrete. Until the l final determination of each design mix, as many tests shall be performed as ' necessary to insure that the provisions of Section I, Para.11.4 are met. Afterwards, the fresh concrete unit weight for the design mix selected for all concrete structures, shall be determined in accordance with ASTM C138, Tentative Method of Test for Unic Weight, Yield, and Air Content (Cravimetric) of Concrete, j daily during production. In addition, for all Class I concrete structures, as R4 noted on the drawings, with biological shielding requirements, at least one I density test shall be ' performed, in accordance with ASTM C567, on the 28 day l laboratory cured sample for each 300 cubic yard placement. _ _ _ _2._.
Eb:sco Spccificatica Cenersto Project Identification No. CAR-SH-CH-6 , Section I - < Concrete Materials and Mixes 1 Concrete Mixing and Transportation and Concrete Testing ~
- 13. SAMPLING AND TESTING (Cont'd)
.7 The results of the tests for the fresh concrete unit weight and cured concrete unit weight shall be correlated.
.8 Cement Tests?5 In addition to the tests required by the cement manufacturer, as noted in Para. 6 and.
6.2, additional tests shall be performed by the Owner once every six (6) months in Rj accordance with the following Standards to ascertain conformance with ASTM C150. M ASTM C109 Test for Compressive Strength of Hydraulic Cement Mortars R3 (using 2 in. (50 mm) cube specimens). .
- ASTM C114 Chemical Analysis for Hydraulic Cement. -
ASTM C115 Test for Fineness of Portland Cement by the Turbidmeter. ' or ASTM C204 Tes.t for Fineness of Portland Cement.by Air Permeability Apparatus. ASTM C151 Test for Autoclave Expansion of Portland Cement. ASTM C190 Test for Tensile Strength of Hydraulic Cement Mortars, ASTM C191 Test for Time of Setting of Hydraulic Cement by Vicat Needle. During construction, if cement has been in storage at the site for 6 months, the following tests shall be performed by the owner prier to further use of the cement to check the storage environmental effects* on the cement charac-teristics : ASTM C191 Test for Time of Setting of Hydraulic Cement by Vicat Needle. l l ASTM C109 Test for Compressive strength of Hydraulic Cement Mortars (using 2 in. (50 mm) cube specimens). l 9 I . t YY l 23 -
i I i Ebasco Spscificatica . Cancreto Project Identification No. CAR-SH-CH-6 Section I Concrete Materials and Mixes Concrete Mixing and Transportation . - and Concrete Testing 14 ADVERSE WEATRIR CONDITIONS Where concrete is to be delivered under adverst weather conditions, special provision shall be made in the handling and mixing methods and in protection during transportation to ensure that concrete of full strength and free from . damage will be obtained. Cold weather conditions shall be considered to be in effect whenever the mean daily temperature falls below 40 F for more R5 than. cne day in a row. Hot weather conditions shall be considered to be in effect whenever the dry bulb temperature is above 85 F and is expected to go higher.
.1 Cold Weather conditions
, During cold weather conditions the minimum temperature of fresh. concrete as .. . . _ __ g .
mixed and fresh concrete as placed shall be as recocoended by ACI 306. All concrete jg operations during cold weather conditions should follow the good practices as . _ . defined in ACI 306. When necessary, one or more of the following practices shall be 4= ployed: , a - Heating Mixing Water - Mixing water shall be heated, preferably by live steam in a tank regulated to a te=perature between 100 F and 175 F as the owner may direct in view of the state of the weather and working conditions. All practicable care shall be exercised to ensure that the heated water does not come in direct contact with the cement which may cause a quick or " flash" set of the c' ment. e b - Heating Accrecates - The sand and coarse aggregates shall be steam heated. when necassary, in addition to tha use of hot water, to bring the temperature of the concrete in the mixer to the specified temperature. No oven, open flame or other scorching heat shall be applied to concrete materials or to concrete in place.
.2 Hot Weather Conditions .
During hot weather conditions the concrete mixture, when leaving the mixer, shall have a temperature of not over 65 F for mass concrete. For concrete other than = ass concrete, the concrete mixture, when leaving the mixer, shall have a temperature of not over 90 F. However, it is cautioned that difficulty may be encountered with temperatures at 90 F, low hu=idity, and,high winds, and every effort should be =ade to maintain the mix at a lower temperature. All concrete operations during hot weather conditions should. follow the good practices as defined in ACI 305 When necessary, one or odre of the following practices shall be employed.
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., g Ebasco Specification Concrete i
Project Identification No. CAR-SH-CH-6 Section I Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
- 14. ADVERSE WEATHER C0tIDITIctIS (Cont'd)
.2 Hot Weather conditions (Cont'd) ~
a - Admixtures _- All concrete placed during hot weather shall contain a retarding =A=hture in accordance with ACI 305 as specified in Paragraph 10. a b - Wa33g - Mixing water may be cooled if necessary, to keep the concrete below the above indicated temperature in the mixer. The use of crushed ice as parr of the water component is permissible. c - Aarreentes - Both fine and coarse aggregate storage piles may be shaded from the direct rays of the sun and may be kept cool by use of water sprays when necessary. d - Provisions - All provisions for hot weather conditions shall be completely defined prior to starting any concrete work. Facilities required shall be ready prior to starting concrete verk in any period when they may be required.
- 15. SEDICRETE .
j' Shoterate is a mixture of Portland Cement and damp sand, passed through i a cement gun and conveyed by air through a flexible hose, hydrated at a neeale at the end of the hose, and deposited in place by air pressure. As ' ! an Owner. alternative wet six process of shoterete can be used if approved by the R2 The procedure shall be subject to approval of the Owner. All shot- . creting operations shall follow the reconumended practices as defined in ACI 506 and as hereinafter specified. l
- E,1
( .1 Eauinment i The shoterate shall be applied by means of a cement gun capable of maintaining a minimum pressure of 45 psi in the gun chamber. The air compressor shall have
- a capacity of not less than 500 cubic feet of air per minute. The cement gun shall be operated at a minimum air pressure of 45 psi on the gun when 100 feet i
or less of hose is used. The pressure shall be increased 5 psi for each addi-tional 50 feet of hose required and 5 psi for each 25 feet that the nozzle is { raised above the gun. The water pressure at the nozzle shall be maintained at ! not less than 15 psiabove the air pressure at the nozzle. The equipment and i 'R2 air pressure approval of the required Owner, for wet mix process of shoterate shall be subject to j .
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Ebasco Spacificatica - Cencreta Project Identification - No. CAR-SH-CH-6 , Section I Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
- 15. SHOTCRETE (Cont'd)
. .2 Proportioning The required volumetric proportions of the Portal =d ce=ent and aggregate to be i used in the shoterate mix to produce the strength required shall be determined on the basis of laboratory tests in accordance with ACI 506. - Shocerate aggregate as listed in ACI 506 (Table 2023) may be modified to the ~
. extent listed below:
1/2" 3/8" No.4' No.8 ' No .'16 RSIEVE SIZE R3
,. 100% 75-100% 10-30% 0-10 0-5% PASSING l v
.3' Materials for Shoterete j.
The naterials to be used in the =anufacture of shoterate, including ce=ent, water, admixtures, fine aggregate, and coarse aggregate if required, shall conform 4 to this section of the specifications including the sa=pling and testing provisions , except that the density tests conforming to ASTM C-567 are not required, and the sampling and type of test specimens shall also conform to ACI 506. 4 Control Testing , , During production of shoterete, unreinforced test panels shall be fabricated, gi The panels shall be not less than 12 inches square and 4 inches thick. Three R4 (3) inch diameter cores shall be taken from the panels for compressive tests and visual examination in accordance with ACI 506. At least four test cores from the test panel, for each nozzle, shall be prepared daily,1 core shall be tested at 7 days, 2 ' cores shall be test'ed at 28 days, and the extra core will only be tested if it is necessary to substantiate 7 or 28 day results. Each core shall be clearly marked with a number traceable to records which
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14
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ile'n'tif'y the" da'te, name 'of 'n'aizle mani and the point in the completed work ' at which_the , nozzle was working at the time the sample 'was taken. - In addition, test cores shall be taken frem the completed work to insure that
, the control tests reflect the quality of material in the structure. Four test cores frem the' ompleted work shall be taken at random locations, as directed by the Owner, weekly during production. The marking and testing of the cores taken from the completed work shall be in accordance with the re-4 quirements for the cores taken from th'e test panels. All core holes in the completed work shall be filled in by , dry packing and finished flush with the surrounding area as soon as practicable.
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Ebrsco Sp;cifientica 4 Ccncrato Project Identification No. CAR-SH-CH-6 - Section I Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing -
- 16. FLY ASH Fly ash conforming to ASIM C-618, Class F, may be used in the manufacture of concrete. Fly ash is not to exceed 25 percent, by weight, of cement in l the final mix.'
i
- Only one source of fly ash shall be used for the project.
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Fly ash shall be tested for natural nuclear radiation levels which shall not ~ R2 exceed the natural radiation level of the cement for which it is substituted i except in concrete used for construction of the reservoir structures. Chem-ical and physical properties per ASTM C-618 shall be tested in accordance with ASTM C-311 for every 200 tons of fly ash utilized for fly ash concrete. R4
, Fly ash concrete'shall meet all the requirements of this specification for' standard concrete including but not limited to shipment, storage, sampling, testing, proportioning, strength, density, water-cament ratio, consistenegx slump, air entrainment, and admixture requirements. '
- 17. MASSIVE CONCRETE Massive Concrete or mass concrete, as designated on the design drawings, is any large volume of cast-in-place concrete with dimensions large enough to require that measures be taken to cope with the generation of heat and at-tendant volume change to minimize cracking. Massive concrete shall be sub-
- ject to the requirements of this paragraph in addition to all other appli-cable provisions of Section I of this specification.
l
.1 Materia 1s ,
High-early-screngetr (Type III) ewment, esleiunt eh5erids, and accel-erating type admixtures shall not be used. Use of set retarding admixture shall be in accordance with Section I paragraph 10.7. R5
.2 Procortionine Cement content shall be the minimum required to attain the specified compressive strength and durability. .
.3 Slume .
! Slump shall be in accordance with the requirements of Section I, paragraph 11.9.
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Ebssco Specificatica Concrete , I Project Identification < No. CAR-SH-CH-6 Section I Concrete Materials and Mixes . Concrete Mixing and Transportation .
,arui Concrete Testing '
- 18. EQUIPMENT MACHINERY FOUNDATIONS. AND STRUCIURAI. GROUTINGS This paragraph covers the requirements of grouting under equipment frames and bedplates, base of tanks, pumps, column base plates, and other sim- '
ilar foundations and for grouting between a vertical concrete surface l and a vertical steel bearing surface, in order to provide full uniform load transfer between the bottom of the equipment and the concrete.
.1 PRECISION GROUTING Wherever the term " Precision Grouting" appears in this specification,
, it shall 'mean' th'a placing of grout materials between foundation concrete and equipment or structural steel base plates to assure a complete fil-ling of the designated void initially and to assure complete contact between the grout and the base plate at all times.
.2 SPECIFICATION AND STANDARDS R5
'* All grouting work shall be done in accordance with the latest revision, in effect on the date of the purchase order, of the American Society of Testing Materials (ASTM) Standards, Corps of Engineers, US Army (CRD) Standards, American Public Health Association APEA Standards, ACI Codes and other applicable standards to the extent referenced herein.
.3. GROUT CLASSIFICATIONS .
! Wherever specified in this Specification or as directed by the Engineer, grout application shall be one of the following: ;
- a. Class 1 Dry Pack Grout
.b. , Class 2 Proprietary Grout (Non-Shrink Grout)
- c. Class 3 Controlled Shrinkage Grout
) Where it can be accomplished, a higher class grout than the one spec-ified may be substituted upon approval of the Engineer. The grout I shall be demonstrated to meet the requirements of consistency, flowability, l bleeding, segregstion and settlement, time of set, strength, volume change, cracking, and raveling, in accordance with this specification, prior to being used on the project. All qualification tests shall be performed, .i . using job site caterials, by an independent testing laboratory or the Owner. R7 All test results shall be submitted to the Engineer for acceptance and approval. 1 _ _ . _ _ . ._E_,_._.._._ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ . _ _ .
Ebssco Spccifiestion Concrete , s-Project Identification < No. CAR-SH-CH-6 Section I - Concrete Materials and Mixes. . - Concrete Mixing and Transportation and Concrete Testing
.4 DRY PACK GROUT-CLASS 1 Dry Pack Grout shall be used when the space to be grouted has suf-ficient access to install the grout properly and precision grouting -
is intended. Dry Pack Grout shall be composed of cement, sand, and . water. a- MATERIAI.S The cement, sand, and water used for Dry Pack Grout shall conform to the requirements of Section I of this specifi-cation pertaining to materials. . b- PROPORTIONS The grout shall consist of one part of cement and two parts~~ of sand by volume. The abount of water shall be sufficient to produce a mixture which will hold its shape when formed into a ball in the hand.
. R5 e- CONSISTENCY The mortar shall be of such'a consistency that when pressed tightly within a fist, it does not result in water sque-esing out from between the fingers, and when the fist is opened, the sample retains its fann and breaks clean with-out wetting the palm of the hand.
d- STRENGTH - The twenty-eight (78) day compressive strength of the grout shall be at least five thousand (5000) psi. The 2-inch cube specimens for compressive strength shall be made in accordance with the procedure specified in ASTM C109, except for Paragraph 4, 8.1, 8.3, and except that in Paragraph 8.4.3 a 1 7/8 inch square wooden ramming rod and 1 lb mallet shall be used for compacting the specimens. The number of blows and the compactive effort for each layer shall be such that any further effort does not . produce visible compaction of the specimen. 6 Ebssco Sp;cifiestien ' Concrete . Project Ident,5fication , No. CAR-SH-CH-6 Section I Concrete Materials and Mixes . - Concrete Mixing and Transportation and Concrete Testing
.4 DRY PACK GROUT-CIASS 1 (Cont'd)
- e. VOI.UME CHANGE The mortarshall produce a crack-free surface without shrink-age or settlement. The net
- shrinkage measured at 28 days -
shall not exceed 0.02 percent when placed in a mold in 3 layers and compacting each layer 25 times with a camping rod. (Definition Test CRD-C-621 with the exception that lE a 2-7/8 inch diameter camping rod and 1 lb mallet shall be
- used for compaction. On the top surface of the specimen, a thin layer of neat cement grout shall be applied to facil-itate finishing and leveling by the 4 x 4 inch glass plate ).
.5 PROPRIETARY GROUT-CIASS 2 - (NONSHRINK GROUT) 5 R5
, Proprietary grout shall be used for grouting under equipment foundations I where (1) limited access prevents the use of dry pack grout, (2) pre-cision grouting is intended and where equipment and structures require maintenance of a precise setting and alignment, and (3) placement of grout can be expeditiously completed under favorable temperatures. Only those proprietary grouts, which utilize a galling agent to prevent ' segregation during the plastic state, and derive expansive c'haracter-istics in the hardened state from expansive cement, shall be used. These grouts may contain metallic, non-catalyzed, or silica sand aggregate or a combination of both, i
. Non-metallic aggregate grout shall be preferred under' all equipment found-acions. Dhder reciprocating machinery, the grout type shall be approved R7 g j by the engineer prior to use.
a- MATERIALS Proprietary grouts shall be a ready to use product requiring
.only mixing of water and/or ice. The water or ice shall con-form to the requirements specified in paragraph 5*of Section I of this specification.'
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Ebasso Spccifiestica Concrete ; , Project Identification - , No. CAR-SH-CH-6 Section I Concrete Materials and Mixes , , Concrete Mixing and Transport'ation i and Concrete Testing ,
.5 PROPRIETARY GROUT-CIASS 2 - (NONSHRINK GROUT) (Cont'd)
I b- CONSISTENCY , The quantity of water shall be such to produce a grout
,. consistency of twenty (20) to thirty (30) see by flow cone (Definition Test CRD-C-79). In no case, shall the maximum water content recommended by the Manufacturer be exceeded. Where placement conditions are such that the maximum free flow path is less than three (3) feet, the consistency shall not exceed 35 see by flow cone. ,
l 5 c- BLEEDING ; The grout shall not exhibit any bleeding, either in the plastic state or in the hardened state (Definition Test R5
- CRD-C-9 Method A).
d- SEGREGATION AND SETTLEMENT , The grout shall not exhibit any segregation or settle-ment in the plastic state. Two inch, cube specimens shall be pr,epared by pouring the grout from on.e inch above the top of the 2-inch molds and allowed to set without any vibration. After 24 hours the cube shall be saved in half i and shall exhibit uniform dispersion of ingredients from top to bottom.
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a- TLOWABILITY The grout sh'all be capable of completely filling the void - l beneath a base plate. Test for flowability shall be made in a special apparatus shown in Fighre 2, , using the specified proportions and consistency at 70,F (+5'F). The grout shall be placed with a maxieum 6 inch i static head on the driving and and without the use of any aids such as chains or straps. No more than 37. of the grout / place interface shall be air pockets or voids after ' 3 i. filling but not overflowing the vent end grout box. i i
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Eb2sco Sp::ificatica Concrcto ' Project Identification - No. CAR-SH-CH-6 - ' a Section I Concrete Meterials and Mixes Concrete Mixing and Transportation ., and Concrete Testing *
.5 PROPRIETARY CROUT-CIASS 2 - (NONSHRINK CROUT) (Cont'd) f- TIME OF SET The time of initial set shall be a minimum of 30 minutes R7
- and the time of final set shall be a maximum of 5 hours. -
(Definition Test CRD-C-82) t g- STRINGTH The twenty-eight (28) day compressive strength of the grout shall not be less than five thousand (5000) psi. , (Definition Test ASTM C109, except for Paragraph 4, 8.1 and 8.3). h- VOLUME CHANGE The. grout shall not exhibit shrinkage in the plastic or R5 the hardened state. The maximum expansion shall not be greater than 0.20 percent nor shall three (3) or seven (7) day expansion be greater than the expansion at twenty-eight (28) days. (Definition Tests ASTM C-827 and CRD-C-621). At the option of Owner , Definition Test ASTM C-827 may be R waived for Gifford Hill non-shrink grout. , 1- CRACKING OR RA ELING The grout shall not exhibit any cracking or raveling during the hardened state. This requirement shall be verified by casting a 4" square by 6" thick grout specimen in a form
- which shall be meist suced- for 7 days in a fog rocar and-then air dried - (in the forms) .for 14 days. Upon removal from the fog room and during and after air drying the specimen shall be inspected. No cracks shall have formed on the surface nor shall it have pulled free from the form at the sides.
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Ebasco Specification ; . Concrete ,- a Project Identification No. CAR-SE.CH-6 Section I ' ~ Concrete Materials and Mixes' Concrete Mixing and Transportation and Concrete Testing
.6 CONTROLLED SHRINKAGE GROUT-CLASS 3 This grout shall be used only for restricted access installations '
where a filler grout material is required such as in foundation channels or pads, and pads where precision grouting and non-shrink characteristics are not required. a- MATERIALS The cement, sand and water used for controlled chhinkage
- grout shall conform to the requirements of Section I of
. this Specification. An approved water reducing admixture conforming to ASTM C-494 Type A and the requirements of Paragraph 10 shall be used. , _ _
R5 b ', PROPORTIONS The mortar shall be composed of one (1) part of cement and two (2) parts of sand by volume. The amount of water
. shall be the mini =um necessary to meet the performance requirements specified in the following paragraphs. The maximum water cement ratio shall not exceed 0.52. A tolerance l17 in the maximum water cement ratio equivalent to 3 gallons of S mixing water per cu yd of grout batch may be permitted provided tests for consistency, strength and velume change meet acceptance R7 criteria of Paragraphs 18.6c, 18.63 and 18.6h of this Section.
The amount of admixture shall be as recommended by the Man-ufacturer. If dosages of admixture other than those recommended by the manufacturer are used then the preformance shall be [n1 verified by trial mixes and tests. c- CONSISTENCY , l11 The consistency of mortar shall have an efflux time by flow cone of twenty (20) to fif ty (50) sec(Definition Test CRD-C-79). Where placement conditions are such that the maximum free flow path is less then five (5) feet the con-sistency shall not exceed 55 see by flow cone. lR7 d- BLEEDING
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The mortar shall exhibit =ini=um bleeding of water in the plastic state. The maximum bleeding shall not exceed 6.0 percent. (Definition Test CRD-C-9 Method A)
Eb3sto Sp cificacita Concrete , ,
's Project Identification ,
No. CAR-SH-CH-6 ' Section I concrete Materials and Mixes ~ Concrete Mixing and Transportation and Concrete Testing
.6 CONTR01. LED SHRINKAGE GROUT-CIASS 3 (Cont'd) e- FIDWABILITY The mortar shs1.l be capable of completely filling the void beneath a base plate. Tests for flowability shall ' be made in a spacialapparatus as shown in Figure 2, uging the specified proportions and consistency at 70 F (15 F).
The grout shall be placed with a maximum 6 inch static head on the driving and and without the use of any aids such as chains or straps. No more than 3% of the grout / plate interface shall be air pockets or voids after fill-ing but not overflowing the vant end grout box. f- ' TIME OF SET The time of initial set shall be a minimum of 1 hour and the time of final set shall be a maximan of 19 hours. l R7 (Definition Test CRD-C-82),
. R5 g- STRENGTH The twenty-eight (28) day compressive strength of the grout shall not be less than five thousand (5000) psi.
(Definition Test ASTM C109, except for Paragraph 4, 8.1 and 8.3). h- VOLUME CHANGE The mortar shall be free from shrinkage cracks. The net shrinkage measured during the plastic or the hardened state up to Twenty-eight R7 (28) days shall not exceed 1.1 percent (definition test CRD-C-624k Kl@ O e Y e
Ebasco Specification " Concrete ; -
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Project Identification / No. CAR-SH-CH-6 Section I Concrete Materials and FHxes - - l Concrete Mixing and Transportation i and Concrete Testing i i a
.7 PLACING OF GROUT i
, a- CINERAL - The placing of grout under equipment frames and bed plates, bases of tanks, column base plates, pumps and other sin-ilar foundations shall be done in a manner to completely fill the void or the area to be grouted. In all cases where openings for venting are not already provided by the equipment manufacturer, they may be drilled before equipment is installed. A sufficient number of holes - shall be approved in writing by' the Engineer prior to any ] cutting or drilling. The grouting equipment shall be
; capable of producing a uniform grout free of lumps and i undispersed cement, and tests shall be performed to dem- --
onstrate the optimum range of mixing time and the sequence ' of batching of materials. Grouting shall not be done j until equipment to be grouted is released by the Owner. All grout classes shall be a minimum of 3/4 inches thick, and R5 Class 2 and Class 3 grout s, hall be a maximum of three (3) inches thick. If the grout thickness required for Class 2 or Class 3 l grout exceeds three (3) inches the grout shall be placed in two '.(2) C stages with the last stage a ==v4=um of three (3) inches thick.
- For Class I grout the maximum thickness shall not exceed six (6) inches.
Written placing procedures to cover all grouting operations shall be prepared by Contractor and approved by the Owner pirer to placing any grout. b- PREPARATION All concrete surfaces, prior to the application of the grout, shall be cleaned and roughened to provide good bonding surface for grouting. All laitance, oil, grease, dirt and loose particles shall be removed. All bolts, other metal surfaces and the underside of the bed plates shall be clean and free of deleterious coatings. The
- foundation or base plates shall be set in position, level-
{ 1ed and properly anchored. The concrete surface shall be vetted with water for 2-4 hours. When proprietary grout is to be used, the surface shall be vetted for 4-8 hours. Prior to grouting, all free surface water shall be removed by compressed
! air. As an alternate to wetting the concrete surface with water l an eporcy bonding medium (Sikastix 370, Sikadur Ei-Nbd) may be used. R7 l
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Ebasco Sp;cificccica Concrato Project Identification No. CAR-SH-CH-6 Section I Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
.7 PT. ACING OF GROUT (Cont'd) c- DRY PACK GROUT (Cont'd) 3 - Placing (Cont'd) shall be repeated until all voids are completely filled and the .
grout is a sound, dense solid mass. Vibrators shall not be used. The grout temperature during placing shall be maintained between 500F and 900F. Small plates.shall be grouted from one side only with forms on three sides. Large plates shall be divided into sections with intermediate forms under the place to partition off small areas; these intermediate forms shall be removed after one (1) day and grouting completed of the remaining sections. Grouting procedures shall be similar to those for small plates filling every other partition. Base plate foundations which have~ voids created by bolt sleeves, keyways provided for base plate shear lugs R7 or other protusions may be grouted by a two stage grouting operation. The first lift shall consist of grouting the bolt sleeves and keyways up to their respective surfaces with controlled shrinkage grout-Class 3. After a minimum of three days of curing the first lift in accordance with Paragraph 18.7a4, the second lift shall be grouted with drypack grout-Class 1 in accordance with
- the requirements stated above. Procedures for large plates, or plates with many anchor bolts, shear lugs or other protrusions from the bottom, shall be written by Manufacturer and approval of the owner shall be obtained before implementing.
R.5 4 - Curina The grout shall be moist cured, without subjection to any vibration, at a temperature abova 500F. Curing _shall begin tumindiately following completion of finishing operation and af ter grout has taken initial set and shall be continued for at least seven ,(7) days. As an alternate to moist curing an Owner approved surface curing R7 compounds may be used. Curing compound shall be unpigmented, liquid type. Where the grout surfaces are to receive future coating the curing compound shall be removed prior to the application of such coating unless the curing compound is compatible with the requirements of Specification CAR-SH-COR-1 and CAR-SH-COR2. Steel surfaces shall be suitably protected when applying curing ecmpounds in adjoining areas. If the curing compound is applied inadvertantly to steel surfaces, it shall be removed from the steel surfaces prior to application of paint coatings whether or not the curing compound is compatible with the final coating. d- PROPRIiTARY GROUT (NONSHRINK CROUT) Proprietary grout shall be mixed, placed and cured in accordance with the following procedure: l Ebasco Spscificctica Concreto - Project Ident!.fication No. CAR-SH-CH-6 Section I concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
.7 PLACING OF GROUT (Cont'd) d- PROPRIETARY GROUT (NONSHRINK GROUT) (Cont'd) 1 - Forming ,
l Forma shall be sufficiently strong and caulked with a standard silicone or latax caulking compound to prevent grout leakage. To assure that grouting space remains full during grouting, - the forms shall provide a static head of at least 12 inches above the bottom of the plate. 2 - Mixina The grout shall be mixed in a paddle-type mixer for a minimum of 3 minutes or preferably longer prior to start of placement. Grout shall be mixed continuously until completely discharged. The batch size shall not exceed 2/3 of the mixer's capacity to'minimixe formation of lumps. Adequate number and capacity of mixers shall be available to premic continuous placement. ~~ ~ 1/4 inch screen shall be provided to remove lumps from the grout prior to placement. . . 3 - Placing The grout shall be placed from one side only in a particular void space under an inlet static head of 6 inches and the maximum free flow path shall not exceed 5 ft. Void spaces - R5 exceeding 5 ft in length shall be suitably divided into segments to conform to this requirement. Where void spaces cannot be subdivided and grout having a flow path greater than 5 ft in length must be placed the procedure for placement shall be verified by use of a mockup of the placement. Upon dismantling the mockup the grout shall be inspected and shall meet the czitesia. in Paragraph L&.Sa_ Grout placements. shalbbe. sustL so-i R7 that the advancing front of the grout across a pad shall be in continuous motion. Placement of each batch shall be completed within 15 minutes from the time the last bag of grout is emptied into mixer and mixing started. However, if necessary, an additional 10 minutes shall be permitted provided the grout still meets requirements of consistency and temperature and the grout is mixed continuously. The grout shall not be remixed or subjected to any kind of vibration. The temperature of the grout shall be between 500 and 700F. Scrapping shal be done only on the approval of the Owner upon demonstration of necessity and then only through a filled head box and never done when the grout is more than 30 minutes old. I s -
-_. -= ._ .__ --. -. - _ ._ .___. -. - ... _ _ _ _ . _ - - . - _ - -
Ibasco Specification Concrete Project Identification No. CAR-SH-CH-6 Section I ~
- Concrete Materials and NExes i Concrete Mixing and Transportation j and Concrete Testing
.7 PTACING OF GROUT (Cont'd) d- PROPRIZTARY GROUT (Cont'd) .
4 - Finishina and Curina
^
The grout shall be moist cured for 7 days and the temper-ature of the grout and the surfaces that vigl be in gon-tact with it shall be maintained between 60 and 100 F for at least 48 hours after placing. As an alternate to moist curing, an approved curing compounds may be used where future bonding to grout is not specified (See Paragraph 18.7c-4). Grout R7 shoulders shall be minimized in area and shall be struck back and sealed in accordance with the Manufacturer's instructions to , ' prevent premature dryina or corrosion of the metallic aggregates. e- CONTROLLED SHRINKAGE GROUT t 1 - Formine t Forms shall be sufficiently strong and caulked with a standard silicone or latex caulking compound to prevent grout leakage. To assure that grouting space remains t full during grouting, the forma shall provide a static head of at least six (6) inches above the bottom of the R5 plate. l 2 - Mixine i The grout shall be mixed in a paddle mixer or a truck mixer. It shall be mixed continuously in a paddle mixer. If a , truck mixer is used the grout shall be mixed for a min-imum of three (3) minutes at mixing speed and then con-tinuously agitated at the agitating speed prior to dis-charge. Grout shall be held in the mixer for thirty (30) minutes after addition of water before being discharged. For central mixed or truck mixed grout, subsequent addition of mixing water may be made upon delivery at site, to bring up the consistency of grout within the specified range (see para. R8 18.6c) provided the maximum water cement ratio (see para 18. 5b)
- is not exceeded. The grout temperature shall be between 650 and 800F. A lower grout temperature of 500F may be permitted provided bleeding requirement of Paragraph 18.6d of this Section ,
is not exceeded at this temperature. 3
Ebasco Specification Concrete Project Identification No. CAR-SH-CH-6 Section I . Concrete Materials and Mixes Concrete Mixing and Transportation and Concrete Testing
.7 PLACING OF GROUT (Cont'd) l e- CONTROLLED SHRINKAGE GROUT (Cont'd) ,
3 - Placina The grout shall be placed beneath the plates using a procedure approved by the Owner to assure complete filling of the void space. The maximum free flow path shall not exceed seven (7) ft, unless it is established that with increased flew path, the allevable void criteria of paragraph 18.6e is not exceeded. R9 The grout shall be placed by gravity or pumping continuously without _ vibrators from one side only in a particular void spacm. R7
~
A screen having clear openings of not more than inch shall be provided between the mixed grout and the point of placement to ensure that arout is free from lumps. Use of rodding or flexibi t steel straps shall be only on the specific approval of the Owner upon de=enstration of necessity and then only through a fiiled head box. Scrapping will not be done on grout more than 60 minutes old unless it can be demonstrated that the allowable R5 void criteria of Paragraph 18.6e, with such time extension, is R5 not exceeded. However, in no case, strapping shall be done on grout more than 90 minutes old. Any excess grout above the top of the place shall be removed after twenty-four (24) hours unless otherwise directed by the Owner and the grout shoulders trimmed.
'4 - Curing The grout shall be moist cured for au least seven (7) days after placing (refer Paragraph 18.7C-4). If a two stage grout pad placement is allowed by the owner for a grout pad exceeding three (3) inches, the minimum interval between the two lif ts shall be three (3) days. The first stage shall not be flooded during this period, but shall be " cured" by air drying in a controlled, confined atmosphere, such as plastic tarps or sealed from an exchange of air with outside atmosphere.
.8 TESTING OF GR0tTT l
The test requirements for grout materials and grouts prior to use and during production shall be in accordance with I Tables E-1 and B-2.
TABLE A GRADINGOFCOARSEACCRECATkS Co rse Aggregate of the sizes designated shall be within the following ranges: Percentage by Weight Passing Laboratory Sieves Having Square Openings D:signated Size 4 3-1/2 2-1/2 2 1-1/2 1 3/4 1/2 3/8 No. No. No. in. in. in. in. in. in. in. in. in. 4 8 1~6 No. 8 to - - - - - - - 100 85-100 10-30 0-10 0-5 3/8 In. (#8) N]. e j 100 90-100 40-70 0-15 0-5 - (#7) No. 10-100 20-55 0-10 0-5
- - - - - 100 - -
(#67) No. co - - - - 100 95-100 - 25-60 - 0-10 0-5 c n. (#57) - ND 10-30 0-5
- - - 100 95-100 - 15-70 - - -
- 2 in.
(#467) N2. 4 to 2 in. - - 100 95-100 - 35-70 - 10-30 - 0-5 - - (#357) 3/ n - - 100 90-100 20-55 0-15 - 0-5 - - - _p . (#4) li - - 100 90-100 35-70 0-15 - 0-5 - - - - 2i (#3)
# 78M
- 100 95-100 75-100 20-45 0-15 -l Nota: Designated size shown in parentheses is in accordance with ASTM C33. R4
* - #78M is a designation used by the state of North Carolina for grading band shown.'
TABl.E B QUALIFICATION TEST REQUIREMENTS FOR CHOUT MATERIALS AND CROUTS (PRIOR TO USE) Grout Materials /Crout Requirements Test Method Cement Compliance with Paragraphs 6 and 13.8 Paragraphs 6 and 13.8 Sand Compliance with Paragraph 7 (as appli-cable to sand) for
--Crading & Fineness Modulus Paragraph 7.3
--Foreign Materials Limitations Paragraph 7.3 j
! --Specific Cravity Paragraph 7.3 {
--Mortar Strength Test ASTM C-109 and C-190 l Paragraph 7.3
--Soundness
--Alkali Reactivity Paragraph 7.3 and ASTM l
] ' C-295 and C-227 i l 1 b Water Compliance with Paragraph 8 for
--Chloride ion content, total chlorides Paragraph 8.2a ,
' --Sulfate Content Paragraph 8.2b D l --Total Dissolved Solid Content ASTM D-1888 j
--Suspended Matter Paragraph 8.2c and AWWA WPCF (148-Residue)
~
l' Paragraph 8.1 and ASTM
--pH C-1067
--Compressive Strength Paragraph 8.2d '
j Paragraph 8.2d
--Setting time i
--Soundness Paragraph 8.2d Admixture Compliance with Paragraph 18.6a Paragraph 18.6a 1
.i l
i l
~
I 4 O
a TABLE B-1 (Cont'd) - QUALIFICATION TEST REQUIREMENTS FOR GROUT HATEklALS Alm CROUTS (PRIOR 10 USE) - Crout Materials /Crout Requirements Test Method Dry Pack Grout Compliance with Paragraph 18.4 for
--Consistency See Paragraph 18.4c
--Compressive Strength See Paragraph 18.4d (3 specimens, 1 0 7 days, 2 0 28 days)
--Volume Change See Paragraph 18.4e (2 specimens)
Proprietary Crout Compliance with ParagEmph 18.5 for
--Consistency Paragraph 18.5b
--Bleeding Paragraph 18.5c R5
--Segregation & Settlement Paragraph 18.5d
--Flowability Paragraph 18.5e
- h. --Time of Set Paragraph 18.5f
--Compressive Strength Paragraph 18.5g
--Volume Change Paragraph 18.5h
--Cracking or Raveling Paragraph 18.51 Controlled Shrinkage Compliance with Paragraph 18.6 for Crout --Consistency Paragraph 18.6c
--Bleeding Paragraph 18.6d
--Flowability Paragraph 18.6e
--Time of Set Paragraph 18.6f
--Compressive Strength Paragraph IS.6g ,
I --Volume Change Paragraph 18.6h i l 4 l l - l
TARIE B TEST REQUIREMENTS FOR CROUT HATERIALS AND CROUTS DURING PRODUCTION Orout Material / Crout Reautrements Test Method Test Frequency e Cement Chemical and Physical In accordance with Each shipment properties of cement Paragraphs 6 and 13.8 Sand Gradation, Holsture In accordance with Minimum daily Content, Foreign Lim- Paragraph 7 during production 1tation and Fineness Modulus Soundness, alkali In accordance with Every six months react $vity, and mor- Paragraph 7 tar strength tests
- Water Presence of chlorides, In accordance'with Minisnam monthly sulfates, dissolved Paragraph 8 during production h solids suspended matter R5 and pH of water ,
Compressive strength. In accordance with Every six months setting time and sound- Paragraph 8 ness Admixture Chemical composition In accordance with Each shipment Paragraph 18.6a Dry Pack Grout Consistency Hand ball test in Each batch accordance with Par-agraph 18.4c Strength Cube test in accord- Minimum daily ance with Paragraph during production
, 18.4d (3 specimens, 1 @
7 days; 2 0 28 days)
_ _. _ _ - _ _ _ - - - -_ - - - . . - - - - - - - - - . - _ - . . _ _ _ - ~ - __ . - . . -
- . . ~ - . ~ ._ .
l i f l 1 1 TABIE B TEST RE@IREMENTS FOR GROUT MATERIAIS AND CROUTS DURING PRODUCTION (Cont'd) i i Grout Material / j Grout Requirements Teet Method Teae Frequency i i Proprietary consistency Flow cone in accord- Each batch J g and ance with Paragraphe I y Controlled 18.5b and 18.6c R7 i Shrinkage Tempera ture Calibrated thermo- Each batch meter (i 2 F) in accordance with Para-l graphs 18.7d-3 and ] 18.7e-2 j Strength In accordance with Minimum daily j Paragraphs 18.5g during production,
- 18.6g (3 specimens,1 @
] 7 days, 2 0 28 days) and whenever the water
. cement ratio of a batch R8 exceeds 0.52 (For controlled
): shinkage grout only). l i l . i I i I
n r ,,.,. .. - i SIZE OF OPENING INCHES I b N- 8 s s
' 8 -5 8 3 8 2 O
~
i= O
~
D 90 \ IO 80 20 70 UMITS OF 30 GRADATION 60 40
% E
% 8 w 1-
- 50 50 3-0 8 \ !6-a:
E 40
- 60 30 70 20 80 N
10 90 N O loo 10 0 50 30 16 8 4 O
- S,CREEN SIZE FIGURE I REV 2
(',467 CHART OF GRADATION AC C A * &.
. .s
~;
~
VENT EMD s~ * ' GrRouT boa'
~
M-B Y- . if Il .
+ n Y. -
,(V -
hj,;[, kIRC.H THic.K CLEAR. PLASTIC- PLATE
' l 1bP - To BE R EM oVAB LE2:.
)
o 8:ii .
, I .i s .
l *
? il .
. i 4 ti '
I # ' l' 6 '- s
- ph.g.ggs Eup l . - .
. g ,
'I GgouT box.
J' .- f%, ., ,, i l SIDE $ A4b BOTTOM J. j '/g,,T tl Wi CLE AR. PI A1E
'Z COATS 5 4 S - FIA15F{
SPAR - VAIt.All 5 l-{
.GR.OUT FLOW TEST APPARATUS
__ fCftf @2
SECTION II - CONCRETE PIACEMENT, CURING AND FINISHING
/
S e e i .
EBASCO SERVICES INCORPORATED EBASCO SPECIFICATION CONCRETE SECIION II CONCRETE PLACEMENT, CURING AND FINISHING CONIENTS Pararraph Page Scope 1 1 Specifications and Standards 2 1
~
Defini'tions 3 1
.1 Owner 1
.2 Engineer 2
.3 Detailed Specifications 2
.4 Aggregates 2 Transportation 4 2
.1 Time Interval Between Mixing and Placing 2
.2 Retempered Concrete -
2
.3 Cleaning Equipment 3 Placing . 5 3
.1 Owner's Approval of Equipm'ant and Methods 3
.2 Control of Placing 3
.3 Avoiding Segregation 3
.4 Type of Buckats 3
.5 Operation of Buckets 3
.6 Placement in Restricted Forms 4
.7 Chuting 4
.8 Placing by Pumping 4
.9 Cleanup 4A
.10 Removing Surface Water 4A M H3
.11 Bonding 4A
.12 Thickness of layers 5
. 13 Bedding of Layers 5
.14 Compaction 5 a - Type of Vibrators 5 b - Use of Vibrators 5 c - Melding Successive Batches 6 d - Vibrator Penetration of Underlayer 6 e - Vibrating Against Reinforcement 6 f - Use of Form Attached Vibrators 6 g - Use of Surface Vibrators 6 h - Stone Pockets and Mortar Pondages 6
. 15 Construction Joints and Keys 7 a - Edging Strip 7 b - Treatment on Suspension of Work , 7 iL
EBASCO SERVICES INCORPORATED EBASCO SPECIFICATION CONCRETE , _ . _ _ . _ - . - - -- -- SECTION II - CONCRETE PLACEMENT, CURING AND FINISHING CONTENIS (Cont'd) Paragraph Page Placing (Cont'd)
.16 Wash Water 7 .
.17 Placement Interval 7
.18 Special Provisions in Placing 7
.19 Placing Concrete through Reinforcing Steel 8
.20 Use of Mortar 8 R4 Curing, Protecting, Repairing and' Finishing 6 8
.1 Curing with Water 8
.2 Continuous Spraying 8
.3 Water Quality 8
.4 Alternate Curing Methods 9
.5 Curing Ce= pounds 9
.6 Ponding 9
.7 Curing Temperature 9
.8 Curing Equipment -
9
.9 Protecting Fresh Concrete 10
.10 Repair and Replacement of Unsatisfactory Concrete 10 a - Use of Epoxy 10 b - Method of Repair 10 c - Matching of Patched Surfaces 11 d - Curing of Patched Work 11 e - Approval of Owner 11
- f - Alternate method of repair (( l R5
.. ..... .. ,8 . Repair in Areas where Replacement Concrete or Preplaced 27 Aggregate is not possible to assure Satisfactory Patch 11A
.11 Finishing - General 11 a - Finish for Formed Surfaces 12 b - Finish for Unfor=ed Surfaces 12 c - Finish for Waterway Surfaces 13 d - Protection 13
.12 Special Floor Finishes 13
.121 Finishing Operations 13 a - Screeding 14 b - Surface Finishing 14 c - Surface Texture 14
.122 Surface Slopes 15
.123 Curing 15
.124 Separate Finishes 16
.125 Floor Hardener 16
.126 Base Preparation for Topping Slab 17
.127 Inspection 17 111
EBASCO SERVICES INCORPORATED EBASCO SPECIFICATION CONCRETE SECTION II CONCRETE PLACEMEhi, CURING AND FINISHING CONTENTS (Cont'd) Paragraph Page Forms 7
.1 17 Form Requirements 17
.2 Inspection 18
.3 Form Material
.4 18 Tie Rods 18
.5 Tie Wires * ~
18
.6 Form 011 18
.7 Chamfers and Fillets 19
.8 Vertical Construction Joint Chamfart 19
.9 Joints 19
.10 Reuse of Forms 19
.11 Cleanout Provisions
.12 19 Removal of Forms 20-
.13 Time for Keeping Forms in Place 20 Foundations Bedding, Bonding and Jointing 8 20
.1 Preparation of Rock Foundation
.2 20 Preparation of Earth Foundations 21
.3 Preparation of Concrete Surfacet 21,
.4 General Guidelines for Preparation of Concrete Surfaces 22
.5 Epoxy Bonding Compound
.6 22 Cleaning and Bonding Formed Construction Joints 23
.7 R2 Expansion and Contraction Joints 23
.8 Control Joints
.9 23 Bonding Treatment (Mortar)
- 23 Adverse Weather Conditions 9 24
.1 Provisions .2 24 Hot Weather 24 a - Placing in Hot Weather li.
b - Height of Lif ts in Hot Weather . 25
.3 Cold Weather 25 a - Frozen Surfaces 25 b - Concrete Temperature 25 e - Use of Steam Coils or Heated Air 26
.4 Use of Calcium Chloride 26
~
Placing Concrete Under Water 10
.1 Methods,of Placement 26 .2 26 Direction Inspection and Approval 26 Shoterete 11 .1 27 R1 Reinforcement 27 .2 Construction Joints l .3 27 i Application 27 Massive Concrete 12 28 l RS 1 iv
Ebssca Specification Ccncreto Project Identification ' No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 1. SCOPE This is Section II of a Specification covering the general and specific re-quirements for concrete using on-site or established commercial off-site concrete production facilities.
This section covers the transportation of concrete from the mixer to the place of final deposit and the placing, curing, protecting, repairing and , finishing of the concrete. It also covers the clean up and other preparation of the areas in which the concrete is to be deposited.
~
2.~ SPECIFICATIONS AND STANDARDS
$$i$ GAS a ar$ A b oNs an $t pp$1ab$as da d t !
extent referenced herein. Unless otherwise noted, the documents with addenda, will apply. Later amendments editions may and berevisions used byinmutual effect consent on the date of khe in-wric Purchase ng between cheOrder Seller and the Owner . ASTM C31 Standard Method of Making and Curing Concrete Compressive and Flexural Strength Test Specimens in the field. 14 ASTM C171 Sheet Materials for Curing Concrete . _ R2 ASTM C309 C$h*b 8I"b!hibNtI q id Membrane-Forming TI ACI 301 Specification for Structural Concrete for Buildings ACI 304 Recommended Practice For Measuring, Mixing and Placing Concrete 3 4CI 305 Recommended Practice for Hot Weather Concreting ACI 306 Reconnended Practice for Cold Weather Concreting ACI 308 Recommended Practice for Curing Concrete
'ACI 318 Building Code Raquirements for Rainforced Concreta Rh . ACI 347 Recommended Practice for Concrete Formwork ACI 506 Recommended Practice for Shotereting R1 CAR-SH-COR-1 Protective Coatings /Msterials .
R2,R4
~
CAR-SH-COR-2 Protective Coatings / Applications R4 Concrete Manual - Eighth Edition - 1975 - U.S. Bureau of R5 Reclamation . Any conflict between this Specification and/or the referenced codes and standards shall be ir=ediately brought to the Engineers attention for wri.tten resolution. { Seller shall list in his proposal any additional codes or standards he intends l to invoka in the performance of this Specification's requirements. (
- 3. DEFINITIONS
.1 Owner l In these Specifications, the word " Owner" shall mean the individual appointed by the Owner and charged with technical acceptance of the work for the Owner, 1
or his authorized agents, engineers, assistants and inspectors acting sever-i ally within the scope of the particular duties and authorities delegated to them. i
,i
-w,- pw .w ew.---,---,w-, -,%,w-r-,,.-
. w..ew, - w w n, = .w.m,.m w---.m-r . w w,w
=. _ - _ - - -. - - - . - .
'Ebares Specifiestion
, Concrato Project Identification No. CAR-SH-CH-6 ( Section II Concrete Placement, Curing, i and Finshing
- 3. DEFINITIONS (Cont'd)
.2 Engineer In these Specifications, the word " Engineer" shall mean the Design Engineer, Ebasco Services Incorporated.
.3 Detailed Soecifications Where the phase " Detailed Specifications" is used in this Specification, it shall be understood to refer to Specifications which may be included on the construction drawings or in the contract for the purpose of supplementing, modifying or eliminating any of the requirements of this Specification.
.4 Anerenates
" Aggregate" in general designates both the fine and coarse inert materials used in the manufacture of concrete. Sand is a fine aggregate. Crushed rock, natural gravel, or crushed gravel are coarse aggregates. -
- 4. Transportation All concrete shall be conveyed from the mixer to the place of final placeman't in suitable buckets, containers or conveyers which shall be mortar-tight and prevent the separation or loss of materials. All means of conveyance shall be adapted to
' deliyering concrete of the recuired consistency and oissticity without emeraention or i loss of slump and without ince'rruptions sufficient to permit loss of plasticity ,
- between successive increments. The delivery rate shall be such that unconsolidated ^
- material is not covered by newly deposited concrete and also such that new material is not placed on concrete which has hardened unless the surface of the hardened material l has been properly prepared as a construction joint. Performance of all conveying equipment (including hoppers, buckets, conveyors, pumping and chuting gear) shall be selected and employed so that the concrete shall neet the speciffed charseteriseter.
Concrete, during conveyance, shall not come in contact with aluminum, as for example in aluminum pipes or chutes.
.1 Time Interval Between Mixing and Placing l
All concrete shall be placed in the form within forty-five. (45) minutes af ter the l addition of water to the cement and aggregate, when hot weather conditions prevail. At other times the time limit shall be sixty, (60) minutes. , Dischar3e of the concrete shall be completed within the time limits indicated above, unless otherwise authorized by the Owner, and then only if the initial set has not ! been attained in the concrete, but in no case shall the time exceed one and one-half (1-1/2) hours. ! .2 Retemoered Concrete , Concrete which has become stiffened so that it cannot be placed in satisfactory l condition except by the addition of water shall be rejected. ! l l
Ebacco Sp:cificatics Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curl e and Finishing
- 4. TRANSPORTATION (Cont'd)
.3 Cleaning Equipment All equipment used for transporting and placing of concrete shall be main-tained in clean condition. All buckets, hoppers, chutes, pumps, and other .
equipment shall be thoroughly cleaned af ter each period of placement.
- 5. PLACING The procedure for placing of concrete shall be as follows:
.1 Owner's Approval of Equipment and Methods Before any concrete is placed, the entire placing program, consisting of equipment, layout, proposed procedures and methods shall be submitted to the owner for approval, and no concrete shall be placed until the Owner's appr. oval has been received. .
.2 Control of Placing
. The control of placing shall begin at the mixer discharge. Concrete shall be discharged by a vertical drop into the middle of the bucket or hopper and this principle of a vertical discharge of concrete shall be adhered to throughout all stages of delivery'until the concrete comes to rest in the structures.
.3 Avoiding Segregation Concrete shall, in all cases, be deposited as nearly as practicable directly in its final position, and shall not be caused to flow in a manner which will cause segregation. For locations where direct placement is not possible, and in narrow forms, the Contractor shall provide suitable drop chutes and
" elephant trunks" to confine the concrete in movement.
4 Type of Buckets . Central-bottom-dump buckets shall be employed of a type that provides for positive regulation of the amount and rate of deposit of concrete in all dumping positions.
.5 Operation of Buckets In placing of concrete in large open areas, the bucket shall be spotted directly over the position designated and then lowered for dumping. The open bucket shall just clear the concrete already in place and the Ebneco Sp:cification Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing l l and Finishing
- 5. PLACING (Cont'd)
~
.5 Operation of Buckets (Cont'd) unconfined height of drop shall not exceed 5 ft unless largar drops are specifically approved by the Engineer. The bucket shall be opened slowly to avoid high vertical bounce. Dumping of buckets on the swing, or in any menner which results in separation of ingredients or disturbances of -
previously placed concrete will not be permitted.
.6 Placement in Restricted Forms Concrete placed in restricted forms by barrows, buggies, cars, short chutes or hand shoveling shall be subject to the requirement for vertical delivery of limited height to avoid segregation and shall be deposited as nearly as practicable in its final position to avoid segregation due to rebandling or flowine.
.7 Chutina -
Where it is necessary to use tranfer chutes between mixer, containers or hoppers, and point of deposit in the forms, specific approval of the Owner must be obtained
, as to type, length, slopes, baffles and vertical terminals. Concrete shall not be permitted to fall from the and of the chute or tube more than 5 f t. unless AS specific approval is obtained from the Engineer. Chutes, when used, shall have slopes not flatter than 1 to 3, and not steeper than 1 to 2. The discharge hose Al shall be located so that it is directly above the clear area of the upper layer of reinforcement.
.8 Placinsi by Punipinz Concrete may be conveyed and placed by mechanically operated pressure equip-ment with the permission of the owner. The water-gement ratio may not be
. increased'above that of the same class concrete placed by bucket, and the slump shall be in accordance with the requirements of Paragraph 11 of Section I.
Afuminum or galvanized steef pipe shaIf not be used to convey concrete from the pump to the place of deposit. The first 1000 cu yd placed by pumping shall be sampled in accordance with this Specification at both the point of placement in the forms and immediately prior to entering the pump. Lubrication of the pipeline at the start of pumping operations may be provided by a batch of concrete without the coarse aggregate, a priming mix as recommended by the pump manufacturer, or controlled shrinkage grout. The lubrication material shall have a twenty-eight (28) day compressive strength equal to or greater than that of the parent concrete. R10 This lubricating material shall be spread evenly over the construction joint in a layer not to exceed a depth of two (2) inches. The next lift of normal concrete shall not exceed six (6) inches and the two lif ts shall be melded together by consolidaticn, as per paragraph 5.14 Ebasco Specification , Concrete , Project Identification No. CAR-SH-CH-6 , Section II Concrete Placement, Curing and Finishing
- 5. PLACING (Cont'd)
.9 Cleanup Concrete shall not be placed until the forms, the cleaning of rock or concrete ,
surfaces, reinforcing steel and embedded parts in place have been inspected and approved by the Owner. See Paragraph 8 and Paragraph 9.1 of this Section.
.10 Removina Surface Vater No concrete shall be placed on a water-covered surface. .11 Bondina Innediately before concrete placement begins, prepared surfaces which will be in contact with the concrete to be placed shall be as specified in Paragraph 8.4 or 8.9 of this section. R2 e
6 s F R10
-4 A- ;
Ebases Sposificttica Concrete Project Identification No. CAR-SH-CH-6 Section II ' Concrete Placement, Curing and Finishing
, 5. M (Cont'd)
.12- Thickness of Lavers concrete shall be placed in successive horizontal layers ranging in thickness from 6 to 20 in, as directed by the owner, except for integral slab 'gg and beam construction (See Paragraph 5.18). The bucket loads, or other units of deposit, shall be spotted progressively along the face of the layer with such overlap as will facilitate spreading the layer to uniform depth and texture with a minimum of shoveling. Any tendency to segregation shall be corrected by shoveling stones into mortar rather than mortar onto stones. Such a condition shall be corrected by redesign of mix or other means, as directed by the Owner.
.13 Beddina of Lavers Bedding planes shall be approximately horizontal, except in dams or other structures where it may be required to incline the beds, without forms, on a downward slope of about i vertical t,o 10 horizontal in an upstream direction, in which case, the. placement shall proceed in an upslope direction.
.14 Comnaction Concrete shall be compacted with mechanical vibrating' equipment until the concrete has been consolidated to the maximum practicable density, is free of pockets or coarse aggregate, and fits tightly against all form surfaces and embedded materials, a - Tyne of Vibrators - Vibrators shall be the internal or immersion high-frequency type, with speeds of not less than 6000 revolutions per minute whew immersed in the concrete. Vibrators shall be used in sufficient number 'of units, and power of each unit to properly consolidate all concrete, b - Use of Vibrators - Vibrators shall be inserted in a vertical position at intervals of about 2 ft, depending upon the mix, the equipment used, and continued experience on the job.
Vibrators shall be withdrawn slowly. In no ease shall vibrators be used to transport concrete inside the forms. Ebas:3 Sp:31ficcti3 Concrete Project Identification No. CAR-SH-CH-6 Section ,II Concrete Placement, Curing and Finishing
- 5. PLACING (Cont'd)
.14 Compaction (Cont'd) c - Meldina Successive Beeches - In placing concrete in layers which are advancing horizontally as the work progresses, great care shall be exercised to insure adequate vibration, blending and melding of the concrete between the succeeding batches.
d - Vibrator Penetration of Underlaver - The vibrator shall penetrate the layer being placed and also penetrate the layer below while the under layer is still plastic to insure good bond and homo-geneity between the two layers and prevent the formation of cold joints. e - Vibratina Against Reinforcement - Care shall be taken to minimize contact of vibrators against reinforcement steel. Vibrators shall not be allowed to come in contact with reinforcement steel after initial set. Vibrators shall not be allowed to come in contact with forms of finished surfaces, f - Use of Form Attached Vibrators _ - The use of form attached vibrators - R9 shall be permitted in areas of congestion in the containment exterior wall only. Form vibrators shall supplement the use of internal vibra-tors and shall comply with ACI-309 requirements. 3 - Use of Surface vibrators - The use of surface vibrators will not be permitted under ordinary conditions. However, for thin slabs such as highways, runways and similar construction, surface vibration by specially designed vibrators may be permitted, upon approval of the Engineer. h - Stone Pockets and Mortar Pendates - The formation of stone pockets or mortar pendage in corners and against face forms shall not be permitted. Should these occur, they shall be dug out, reformed and refilled to sufficient depth and shape for thorough bonding as directed by the owner. I
__ _ - _ .- - = - _ - . _ _ - - - .- _ - __.. _ _ _ . . _ . _ . _ _ - . . Eb:ssa Spesifisati:2 C:ncesco
- Project Identification
- No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing '
t ! 5. ILegIgg (Cont'd) ;
. L5 Construction Joints and Keys
- Horizontal and vertical construction joints and bonding keys shall be lo-cated and shall conform in detail to the requirements of the plans unless otherwise directed by the Engineer. .
a - Edsina Strin - The top layer of any block or any day's work shall be trued-up to a rectangular edging strip set horizon-tally in the forms in a uniform pattern pleasing to the eye. Chaefered edging strips may be used at the discretion of the , { Owner in specific locations.
; b - Treatment on Suspension of Work - Whenever work is suspended 9
on any section for more than one hour, the horizontal edges of the concrete next to the forms on surfaces which will be exposed shall be brought to a horizontal plane perpendicular to the plane of the forms and treated so that the finished
- ' work will show smooth, straight lines conforming to an .
ar,chitecturally pleasing pattern. , .16 Wash Water Wash water shall be. removed in a manner to Frevent running down and staining ! i of concrete surfaces which will be exposed at the completion of the job. Should unsightly wash water streaks develop on the expored surfaces, they shall be removed to a uniform color and texture satisfactory to the owner. . l
.17 Placement Interval '
Each placement of concrete in multiple lift work shall be allowed to set for a minimum of 72 hours for mass concrete, and longer when required by the ; Engineer before the start of a subsequent placement. This interval may be i shortened by the Engineer for a specific location.
.18 Special Provisions in Placinn
- When placing concrete in walls with openings the placing shall stop when the ;
concrete reaches the top of the opening, or bottom horizontal surface of the slab, l l as the case may be. When placing concrete in beam sections of integral slab and beam construction concrete shall be placed a minimum of 3 inches above the bottom
- horizontal surface of the slab. The remainder of the suspended floor slab shall be l Placed with life thicknesses not to exceed 24 inches. Placing shall be resumed R7; before the concrete.in place takes initial set, but not until it has had time, as determined by the owner, to sectie. The fresh concrete shall be vibrated through j {
j and into concrete already in place to avoid cold joints. . ! [ 4
i Ebacco Spesification
- f Concrato t Project Identification i
No. CAA-SH-CH-6 ' i Section II I l Concrete Placement, Curing ! l and Finishing
- 5. Flamina (Cont'd)
.19 ZLggig ,C,omp,,r,e,ge,,t,h,ro,uh tainforeina Sese1 In placing concrete through reinforcing steel, care shall be takaa to prevent segregaties of the soarse aggregate. Where the songestion of steet makaa placing difficult, it may be necessary to move top steel aside to get j
proper placement. In such instances, the top steel should be replaced in proper po ion before the concrete hardens.
. Una of Mortar Where conditions aska consolidation difficult, or where reinforcement is !
- congested, batches of mortar containing the same proportions of cement and sand d
'as used in the concrete shall first be deposited in the forms to the depth speci- -[
fied. gufficient water shall be added to the notar to provide necessary workability, ; but the water-cament ratio shall'not exceed the water-cament ratio of the specified ; concrete design mix. '
- 6. Cta!NG. PROT!CTINC. REFAIRING AND FINISHINC i t
- All concrete should be sured using the good practice as defined in ACI 308.
All concrete shall be cured by keeping }t damp for the period of time required for complete hydration and hardening to take place. i l Certain types of finish, or preparation for overlying concrete mast be done at certain stages of the curing process and special treatment any be , required for specified concrete surface finish. , concrete surfaces that will receive protective coating shall be treated ace- i ording to the Specification CAR-SH-C01-1, " Protective Coatings / Materials", and CAR-SH-C01-2. " Protective Coatings / Application". I ,
.1 Curina With Water i t
gacept when otherwise directed by the owner, all concrete shall be cured by use ! of water which shall be continuously (not periodically) maintained on all exposed surfaces. I l .2 Continuous Soravina } i with all necessary appliances of hose, sprinklers and fine-mist spraying or s sprayin[ Continuous i approved by the owner. prinkling shall be used, unless otherwise specified or {
* ** t
.3 Water Quality l
l i For specifications as to the quality of water, see Section I Paragraph 8. l l - t
Ebasca Specific: tion Concreto Project Identification No. CAR-SH-CH-6 Sectica II Concrete Placement, Curing and Finishing
- 6. CURING. PROTECTING. REPAIRING AND FINISHING (, Cont'd)
.4 Alternate Curina Methods Whenever, in the judgment of the owner, it may be necessary, the continuous spray method may be omitted, and a covering of sand, or other approved mulching which will prevent loss of moisture from the concrete may be used.
No type of covering will be approved which would stain or damage the concrete , during or after the curing period. Covering shall be kept continuously wet during the curing period.
.5 Curina compounds Surface coating type curing compounds shall be used only by special permission R4 of and under the direction of the Owner. Curing compound shall be unpigmented, R3 liquid type. No curing compound shall be used on surfaces where future bonding with cor. crete is specified unless approved by the Engineer in writing. Only R7 approved curing compounds shall be used on surfaces where sdrfacers and/or coating are specified. Approved curing compounds for surfaces to be coated shall 'R3 be in accordance with Specification CAR-SH-COR 1 and CAR-SH-COR 2. Concrete R4 surfaces sealed with curing compounds using release agents other than those- E specified in CAR-SH-COR-01 shall be blast cleaned to completely remove these materials prior to coating in accordance with CAR-SH-COR-02.
.6 Pondina For curing of concrete in pavements, sidewalks, floors, flat roofs or other level surfaces, the ponding method of curing is preferred. The method of containing the ponded water shall be approved by the owner. Special attention shall be given to edges and corners of the slabs to ensure proper protection to these areas. Ihe ponded areas shall be kept continuously filled with water.
.7 Curina- Temperature-Concrete shall be maintained above 50 F and in a moist condition for at least the first 7 days after placing, except that high-early-strength concrete shall be so maintained for at least the first 3 days. Other curica periods may be used if the specified strenachs are obtained. For massive concrete (see Paragraph R10 12.2) or concrete containing a pozzolan the curing time shall be not less than fourteen (14) days. For base mat slabs supported on rock, seal mats and work slabs fully supported on grade and placed in cold weather or normal weather Ri conditions, the minimum curing time may be 3 days, except for the Containment for which a 7 day minimum is required. For hot weather conditions, the minimum curing time shall be 7 days. For additional requirements, see R5' Paragraph 9 of this section on " Cold Weather" and " Hot Weather" conditions.
Curing Equipment All equipment and materials required for curing shall be on hand and ready for use before concrete is placed.
.g.
Ebasco Sp:31fic: tion Concreto Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing cnd Finishing *
- 6. CURING, PROTECTING. REPAIRING AND FINISHING (Cont'd)
.9 Protecting Fresh Concrete Fresh concrete shall be protected by leaving the forms in place for an ample period (See Paragraph 7.,12 of this Section), by prevention of disturbing shocks and vibrations, and by avoidance of premature stressing until the concrete has cetnined sufficient strength to sustain the dead and live loads.
s W rkmen shall be warned against and prevented from disturbing green concrete during its setting period. If it is necessary that workmen enter the area of freshly placed concrete, tho owner may require that bridges be placed over the work area. Workmen with duties on freshly placed concrete slabs shall wear wooden " slats" approximately 8 10. vide by 18 in. Long.
.10 Repair and Replacement of Unsatisfactory Concrete Unsntisfactory concreta shall be cut out and replaced with new concrete, as soon as practicable after removal of forms. Anchors, keys or dovetail slots shall be provided whenever necessary to attach the new =aterial securely in picce. Surfaces of prepared voids shall be wetted for 24 hours immediately b:fsre the patching material is placed.
a - Use of Epoxy - The use of an epoxy for bonding fresh concrete used for repairs will be permitted upon written approval of the Engineer. Epoxies shall be applied in strict accordance with the instructions of the Manufacturer. b - Method of Repair " Dry-pack" filling shall be used for small size holes having surface dimensions about equal to the depth of the hole; fat holea left after removal of foca ties, grout insert holes and slots cut for repair of cracks. . Mortar filling by cement gun shall be used for repair of areas too large for dqr9ack , and too shallow for concrete filling. Alter- R2 natively where approved by the Owner, bonding grout consisting of approximately one part cement to one part fine sand passing a No. 30 mesh sieve and mixed to the consistency of thick cream, shall be well brushed into the surface after the surface water from the area to be pacched has evaporated. When the bonding grout begins to lose the
- vater sheen cement-sand mortar, designated as Class F mortar shall be applied. The mortar shall have the same cement-sand content as the concrete to be repaired. The mortar shall be choroughly consolidated ,
into place and, to p- .it initial shrinkage it shall be left undis- ' turbed for at least ...i hour before being finally finished. ' e i
Ebassa Specification Ccacrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 6. CURING. FRuiswiin.. REPAram A_un FINISHING (Cont'd)
.10 Renair and Ramlacement of Unsatisfactory Concrete (Cont'd) b - Method of Renair (Cont'd)
For holes extending entirely through the concrete section, for areas greater than 1 sq ft and deeper than 4 in. and holes in re-inforced concrete which are greater in area than one-half sq ft ' and which extend beyond the reinforcement, the repair shall be made by making a complete filling of the void with washed gravel or b'roken stone and liquid Portland cement grout shall be placed through filler pipes under pressure. Pipe nipples shall be placed through the forms at bottom of the void so that the grout rises up-ward through the aggregate to spill through a vent at the top edge of the void. c - Matchins of Fatched Surfaces - Tilling material used in repair of surfaces which will be exposed after completion of the project shall be made with cement from the same source as that used in the concrete blended with a sufficient amount of white Portland cement to produce the same color in the adjoining concrete. Facched surfaces shall be given a final treatment to match the tax-ture of the surrounding material. d - Curina of Fatched Work - The patched area shall be covered imedi-ately with an approved nonstaining, water-saturated material which shall be kept vet and protected against sun and wind for a period of 12 hours. Thereafter, the patched area shall be kept wet continuously by a fine spray or sprinkling for.not less than 7 or 14 days as re-quired by Paragraph 6.7 of this Section. The temperature in the repair area shall be maintained above 50' F during the entire period of plac-ing.and curing. - 1 e - Anoroval of Owner - All materials, procedure and operations used in the repair of concrete and also the finished work shall be subject to the approval of the Owner. All fillings shall be tightly bonded to - the concrete and shall be sound, free from shrinkage cracks or drummy areas after the fillinas have been cured and dried. Alternate Method of Repair f-The following is an approved alternate for " Concrete Repairs": The procedures detailed in " Repair and Maintenance of Concrete", Chapter VII g
-.. ... of Concrete Manual. Eighth Edition, U.S. Bureau of Reclamation, Denver Colorado, 1975 are acceptable, with the followins modifications:
- 1. An epoxy bonding compound in accordance with paragraph 8.5 of this Section shall be used as a bonding medium. ,
- 2. Shoterate shall 3g,3, be used for repair of concrete. :
R7
.g.
e f Ebasco Specifiuti=1 Coner:co Project Identification No. CAR-SH-CE-6 2 Section II Concrete Placement Curing , and Finishing ,
- 6. CURING. PROTECTING. REPAIRING AND FINISHING (Cont'd)
.10 Repair and Replacement of Unsatisfactory Concrete (Cont'd) 3 - Renair in Areas Where Ramlacement Concrete or Preolaced Amarenate is not Possible to Assure a Satisfactory Patch -
All unsatisfactory concrete shall be removed and an epoxy bonding , compound shall be applied before repairing. The edges of all voids shall be dovetailed to aid in attaching the grout securely in place. The following are two (2) methods which shall be used for patching
- voids in ceilings and the underside of beams.
j 1. Dry Pack - Dry Pack may be used for patching in all instances axcept ;R7- } where location or congestion of reinforcing steel and or embeds pro-hibits proper application. l
- 2. Pressure Grout - Pressure Grout (replacement mortar) should be used in
) areas where location, congestion or size prohibits the use of dry pack. I l Voids to be pressure grouted shall be prepared such that the co'p of the l 4
void slopes to one central high point, where the venting tube will
, be located. .
4 h - Repair in Areas where Mairline Cracks Exist and the Concrete Surfaces are Exposed to Rydrestatic Pressures All unsatisfactory concrete surfaces containing hair lino cracks shall be cleaned, roughened and kept moist before repairing. A cementitious water-proofing coating shall be applied to the concrete surface in a single coat, atleast 1/8 inches thick. The waterproofing coating shall be installed in R8 accordance with the Manufacturers' recommendationa . The-coefficient of permeability of this waternroofing conting under a hydrostatic pressure of 1 100 psi shall be 2x10-ll em/see minimum.' The wategroofing coating shall ' be compatible with other approved coatings to be applied later on such concrete surfaces. The adhesion between the water-proofing coating and the future coating shall be 200 psi minimum at 7 days, using an E1cometer adhesion tester. l .11 Finishina - General This Specification is intended to cover the treatment of concrete surfaces of all i structures. Areas requiring special finish not covered by this Specification will j be clearly indicated on the drawings and special specifications will be furnished. 4 l i i { ~ 11A ~
} R7:
Eb:sto Sp:cification Concr ta j l Project Identification - l No. CAR-SH-CH-6 l Section II ' Concrete Placement, Curing and Finishing
- 6. CURING. PROTECTING. REPAIRING AND FINISMING (Cont'd)
.11 Finishinz - General (Cont'd) a - Finish for Formed Surfaces - The type of finish for formed concrete surfaces shall be as follows, unless otherwise specified by the Engineer.
1 - For surfaces against which backfill or concrete is to be placed, no treatment is required except repair of defective areas. 2 - For surfaces below grade which will receive waterproofing treat-ment, the concrete shall be free of surface irregularities which would interfere with proper application of the waterproofing ma-terial which is specified for use. 3 - Surfaces which will be exposed when the strueture is in service shall receive no special finish, except repair of damaged or defective concrete, removal of fins and abrupt irregularities, filling of holes lef t by form ties and rods, and cleanup of
- loose or adhering debris.
b - Finish for Unformed Surfaces - Surfaces, which will be exposed to the R2 weather and which would normally'be level, shall be sloped for drain-age. Unless the drawing specified a horizontal surface or shows the slope required, the tops of narrow surfaces, such as stair treads, valls, curbs and parapets shall be sloped approximately 3/8 in. per ft of width; broader surfaces such as walks, roads, parking areas and platforms shall be sloped about 1/4 in. per foot. Surfacas that will be covered by backfill or concrete, sub-floors to be .* overed with-concrete topping, terrazzo or quarry cite, and similse surfaces shall be smooth screeded and leveled to produce even surfaces. Surface irregularities shall not exceed 1/4 inch. Surfact.s which will not be covered by backfill, concrete or tile R2 toppings, such as outside decks, floors and galleries and sumps, parapets, gutters, sidewalks and slabs, shall be consolidated, screed ed and floated. Floating may be done with hand or with power-
, driven equipment. Floating shall be started as soon as the screeded surface has attained a stiffness to permit finishing operations, and shall be the minimum required to produce a surface uniform in tex-ture and free from screed marks or other imperfections. Joints and edges shall be tooled as called for on the drawing or as directed by the Owner. -
Ebasco Spssificctica Conarcto Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 6. CURING. PROTECTING AND REPAIRING AND FINISHING (Cont'd)
.11 Finishinz - General (Cont'd) e - Finish for Waterway Surfaces - For surfaces which will be subjected to moderate or high velocities of water, such as the crest section of spillways, spillway chutes, channels, etc, final finish shall be -
given by a steel trowel. Special care shall be taken to manipulate screeds so that the surfacas shall conform to the shapes shown for these parts. When the surface has been screeded to correct shape, wood floats shall be used to secure a firm, uniform texture without raising excess fine material to the surface. As soon as the floated surface has hardened sufficiently so as not to raise fines, the surface shall be brought to a uniform smoothness by use of steel trowels. Steel troweling shall be performed with a firm pressure to flatten the sandy texture and leave a dense, uniform surface, free from trowel marks or other imperfections. d - Protection - All concrete shall be protected against damage until final acceptance by the Owner or his representative. Special requirements governing the curing and protection of concrete ' during periods of freezing temperatures and during periods of high ambient temperatures are given in Paragraph 9 of this
- Section.
.12 Special Floor Finishes Floors of offices, shops, assembly, rooms and other areas where a very -
uniform appearance, and freedom from cracks or other imperfections are
- desired, will require special care.
t
.121 Finishint Operations i
Upon completion of compaction by vibration and before initial set occurs, the floor surface shall be graded and all spots brought to grade adding extra concrete of the same mix when necessary. Finishing operations shall start as soon as the concrete will support the weight of the operators and machines. The operator shall stand on mats, if necessary, to distribute , his weight. If free water collects on the surface, it shall be removed by a j light screed or sponging, f : 1
Ebc:cs Specification Concrato Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 6. CURING. PROTECTING AND REPAIRING AND FINISHING (Cont'd)
.121 Finishina Operations (Cont'd) a - Screedinz - Screeding and bull-floating shall be done in a manner i so that the coarse aggregate is below the finished surface of the concrete. A coarse wire mesh may be used to depress the aggregate l below the surface about 1/4 in.
I b - Surface Finishina - Surface finishing of concrete shall preferably - be by motor driven rotary float, but may be by hand. Use of wood-floats and wooden-bull floats are preferred over metal tools. Use of metal hand tools shall be avoided until the concreta has had initial set and all bleeding water is gone.
- e - Surf ace Texture - The final surface texture may be one of the following as specified on the drawing or by the Engineer.
1 " Steel Trowel" - The final finish shall be made by use of steel bladed finishing crowels. Steel trowels shall follow the use of wood floats by which the concrete shall have been brought to correct elevation and all surface imperfections corrected. Steel troweling shall be continued only until the surface is smooth and uniform in texture and appearance. - If free water is brought to the surface during the finishing i operations it shall be removed by sponging. Dry cement shall never be used over the surface to absorb free water or to help smooth the surface, or for any other reason. Finishing shall be timed and performed so ~ that extra water will not have to be applied to the surf ace being croweled. . 2 " Wood-Float" - The final finish shall be made with floats made of soft wood. Floats made of hard, dense surface wood will not be satisfactory. The floor surface shall be traveled only until the surface is entirely free of imperfections and uniform in texture and appearance. 3 " Hair Brush" - This finish shall be formed as for steel trowel finish, except that the final step shall consist of brushing 1 with a hair bristled floor brush. Sufficient pressure shall be applied that the surface is roughened to a depth of about 1/32 in, and is of uniform appearance and texture. 4 " Broom Finish" - This finish shall be the same as for wood i float except that the final step shall consist of roughening
- the surface with a fiber bristled broom or floor brush. The final surface texture shall be uniform in appearance with scores about 1/16 to 1/8 in. in depth.
5 " Rubber Float Finish" - This finish shall be formed as for
! steel crowel finish, except that the final step shall con-
! sist of a light hand rotary scrubbing with a sof t rubber float to roughen the surface to a depth of not more than 1/32 in.
- - . - - - .-- - . - - . - - - - . - - - - . . . . . . , . ~ . . - . - -
Ebasco Sposificctica Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 6. CURING. PROTECTING AND REPAIRING AND FINISHING (Cont'd)
.122 Surface Stones Special care shall be taken to ensure the correct shaping of the surface ,
drainage slopes as called' for on the drawings, or as directed by the owner Screeds shall be set accurately. After concrete has been placed,and compacted, a template shall be used to determine that the slopes to floor drains are true and that no low areas exist. Low areas shall be brought to correct height after the concrete has been compacted, and high areas shall be smoothed down.
.123 Curine Proper curing is essential and immediately following completion of finishing operations, and after concrete has taken initial set, the floor shall be covered to prevent evaporation of water from the concrete. , Protection shall be provided in one of the following ways, given in order of preference.
a "Ponding" - Cover the entire floor area with a layer of water contained by the side forms or by a das around the periphery. Water lost by leakage or evapo' ration shall be replaced to insure constant cover. This shall be maintained for 7 days. - b "Wat Sand"- Cover the entire floor area with sand to a depth of 2 in. and keep the sand fully saturated for a period of 7 days. c ,"Sisalcraf t Paper and Polyethylene Sheeting" - Cover the entire floor area with a polyethylena sheeting or R4 17'
- a. tese, ply layan oO staalasalt, paper. lapping the covering not less than 1* ft. at joints and sealing the joints and edges with.an adhesive backed taped and/or weighting the joints and edges with moist sand or other suitable material to prevent loss of moisture. Polyethetene sheeting Re
.sha11 conform to ASTM C-171, " Sheet Materials for Curing Concrete" with ' " '
color as determined by the owner.
. R6 d * " Compound" - The use of an unpiamented curing compound will be ap- g4
- proved by the Owner only if ponding or the wet sand methods are not possible 'because of assentiar construction operations. Specification ,* --
for its use will be issued with the Owner's approval. A compound is "not permitted on areas which will have toppings or composition floor ,R' tile. . ,R2 e - Burlap, canvas or any material which could stain the concrete shall not be used. , Ebas:3 Specificctica Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing *
- 6. CURING. PROTICTING AND REPAIRING AND FINISMING (Cont'd)
.124 Seoarate Finishes A curing compound shall not be permitted on base slabs which will have a separate finish or composition tile. R2, R4 a - A separate Class T concrete finish shall be used when specified on the design drawings, or when directed by the Owner for special conditions, and shall be applied in confor=ance with Owner's instructions. i b - When a separate terrazzo or quarry tile finish is specified, the surface of the base concrete slab shall be leveled true with a tolerance of plus or minus 1/4 in. It shall be a uniform distance below the finished floor level as shown on the design drawings or as directed by the Owner. The surface shall be wood- floated and water cured for a minimum of 3 days. Terrazzo or* quarry tile finish shall be applied in conformance with special specifications l furnished by the Engineer, i
c - Floors that will be covered with composition floor tile bonded ' with adhesives shall be steel troweled smooth and level within 1/8 in. tolerance and water cured for a minimum of 3 days. , d - When color concrete floor finishes are required, the admixture or dust-on colors shall be applied in accordance with Manufacturer's instructions
- and special specifications furnished by the Engineer. ,
e - When separate copping slabs 3 in, or less in thickness are required, , , they shall be bonded to the base slab by an approved bonding agent i applied in accordance with Manufacturer's instructions,
.125 Floor Hardener Floors subject to severe usage shall have an. approved nonstaining itquid floor l hardener applied to the cured surface when specified on the drawings or when directed by the owner. -
1
- - , , _ _ _ - . _ _ . _ . . _ . - . ~ . , , _ _ . _ , - . - - _ , . . _ - _ , , , _ _ -
; Ebasco Specification i Concrete Project Identification No. CAR-SH-CH-6 -
r Section II Concrete Placement, Curing and Finishing !
- 6. CURING. PRCTECTING. RETAIRING AND FINISHING (Cont'd)
.126 Base Preoaration for Tossina Slab Prior to the placement of the turbine-generator or pedestal topping slab, -
,' the concrete base shall be prepared by removing all irregularities. The entire top surface shall be roughened uniformly and projecting metal jack j posts or other similar items shall be cut off close to the concrete surface. a - All areas having oil or grease absorption shall be thoroughly cleaned by repeated washings with a strong solvent or detergent, followed by thorough washing with clean water. The entire ! surface shall be cleaned by air-water jet to remove all dirt ' and loose particles of concrete. Concrete shall not be placed . when the turbine is in operation, b - Topping slaba shall be bonded to the base slab with bonding agent, approved by the Engineer, applied in accordance with
,l the Manufacturer's instructions and as noted on the drawings.
i .127 inanection Only by careful attention to all the details of the work will it be possible ' to accomplish the desired result of crack-free slabs of good appearance. The most critical point in the entire procedure is the competence of inspection. The personal attention of the Owner during the placing and finishing operation is considered essential to assure that all work is done in accordance with the Specification. Care should be taken to i avoid marring the completed floor by. abrasion or staining. 1
- 7. 12B31 Except as otherwise indicated in this Specification all forework shall be in accordance with ACI 347.
Forms of concrete shall be as follows:
.1 Fore Reeutrements !
L Forms shall be built true to slopes, lines and dimensions as called for on i the drawings. They shall be properly braced and tied to maintain correct ! position and shape until their removal. Bulges or offsets which result ' i from yielding of the form to pressures of fluid concrete or other forces i ' must be removed before acceptance of the work. Both form material and method of construction shall be subject to the approval of the Owner. Ferework shall meet the tolerance requirements of Table 4.3.1 of ACI 301, , j and/or 2.4.1 of ACI 347. 4
Ebasco Specifiention Concrete Project Identification No. CAR-SH-CH-6 Section II ,, Concrete Placement, Curing and Finishing -
- 7. I25H[ (Cont'd)
.2 Insoection Forms in place, with ties and braces, shall be subject to inspection and approval by the owner and no concrete shall be placed antil approval '
has been received. i
.3 Form Material Form faces for surfaces which will be exposed at the completion of the project shall be made of metal, plywood or sized and surfaced lumber, unless other-wise approved, and shall be mortar-tight and smooth.
Form and form linings of water-absorbent material or material required to produce a special face finish, will be shown on approved plans or called for in the detailed specifications for a specific job. 4 Tie Rods Metal tie rods shall be used for supporting all forms. Provision shall be made for removal of a section of each rod at surface of the concrete to a depth of approximately 1 inch. Form ties where noted on the drawing,s for walls subject to internal or external hydrostatic pressure and required to be watertight against all leaks shall be a permanent snap type with water seals. When form ties are broken back when removed, the resulting hole shall be filled with grout.
.5 Tie Wires Tie wires will not be permitted on any surfaces which will be exposed in the completed work or in unexposed surfaces or joints along which water might travel. Tie wires will be permitted only upon approval of the Engineer, and when permitted, shall be cut off flush with the face of the concrete, or countersunk, filled and finished, as required by the Engineer, in the manner specified in Paragraph 6.11 of this Section.
.6 Fore 011 1
Forms left in place from a previous placement of concrete shall be thoroughly cleaned and treated with an approved nonstaining form oil shortly before the succeeding placement. Oil treatment shall be made before the placement of any reinforcement steel adjacent to the forms. All excess oil on the form
- l. surfaces and any oil on metal or other parts to be embedded in the concrete i shall be carefutty removed. Forms for concrete surfaces that will receive R2
! surfacers and/or protective coatings shall not be treated with form oil. j The form release agent used' for such forms shall be in accordance with l specification CAR-SH COR 1. It shall be compatible with and by the same R4 l manufacturer as the surfacer and topcoat. avu _
, Ebasso Sposific tion Concrete - i . Project Identification No. CAR-SH-CH-6 1 j Section II J Concrete Placement, Curing and j Finishing i
- 7. 2933,(cont'd) j .7 Chanfers and Fillets i
i All corners and angles esposed in the finished structure shall be formed . with moldings to form chamfors or fillets on the finished concrete. The standard dimensions of chaefers and fillets, unless otherwise specified, i shall be 3/4 in, by 3/4 in. Care shall be exercised to insure accurate moldings. The diagonal face of the molding shall be planed or surfaced , to the same texture as the forms to which it is attached. l .8 Vertical Construction Joint Chamfers t Vertical construction joints on faces which will be esposed at the completion of the project shall be trued with an edging strip as in section5.15a. i 1 s
.9 % .
i i Joints in forms shall be horizontal or vertical unless otherwise ,specified 1 and shall be smooth, tight and unyielding. Suitable devices shall be
, used to hold adjacent edges together in accurate alignment. All forms '
shall be so made that they can be removed without hammering or prying ; against the concrete. .
.10 Reuse of Forms ,
Forms which are to be reused shall be repaired before reuse to provide smooth and mortar-tight faces. If the forms will be reused for concrete L .l which will be exposed in the completed work, holes or openings shall be , filled with wood and sanded smooth. Forms shall be thoroushly cleaned l of all adhering concrete and dire lef t from previous use. Terms shall be reoiled before resetting except for forms with expoxy coated skin plate. ElC i forms for conc, rete surfaces that! will receive surfacers and/or protective R4 i coatings shall be recoated with the approved form releasing agent bef ore R7 I resettina. See Paragraph 6.5 of this Section). Forms whlch (are badly damaged or which have had excessive repair work done on . [ them shall be discarded at the direction of the Owner.
.11 Cleanout Provisions ~ " *
{ Forms with limited working space within shall be provided with temporary ! cleanout doors or openings for cleaning, washing, blowing and renoval of water, wood chips, dirt trash, etc. O I . I f
- - ~ , _ - - _ _ , _ _ , . - . _ _ - _ _ _ . - - . _ _ _ _ - _ . . .-
. (
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- r, Ebasco Specification .
Concrete . , Project Identification N . 9 No. CAR-SH-CH-6 .,'
/ mm Section 11 . ,
Concrete Placement, Curtng and , Finishing ,
- 7. Igg g (Cont'd)
.12 Ramaval_9 Lingua ,.
Formsshallbeleftinplaceuntilremovalisalthorizedby-theownerand shall be removed carefully to avoid injury to the concrete. Form removal will be authorised and forms shall be rewved as soon as practicable to permit start of water curing and repair of surface imperfections.as pro-vided in Paragraph 6.10 of this Section. <
.13 Time for Kaeoinn Forms in Place Under favorable curing conditions for concrete using Type II Portland cement, forms shall remain in place after placement of concrete for not less'than the periods of time specified in AC1 347. All shoring and reshoring after removal of forms shall be in accordance with, the
- requireSents of ACL 347.
In the! case of the Contsirmient Building only, form removal timeDy be revised an the basis of' aupplementary strength tests which may be required to check the adequacy of curing and to determine form removal time. When such strength tests are required, the specimens shall be cured under field conditions in accordance with ASTEC31..such specimens shall be molded at the same time R' and from the same batetTas the laboratory cured acceptance test specimens. . Prosadures for protectLas and curing the concrete in the structure shall be improved when the strength of field cured cyltaders at "a" days is less than 85% of that of the companion laboratory cured cylinders.When the laboratory cured cylinder strengths are appreciably higher than the specified strengths, the field. cured cylinder strengths need not exceed the specified strength by more than 500 psi even though the 35% criterion is not met. For cold weather corWittions.see persgraph 9.3d of this section. , l R5
- 8. - EQEiDATION REDDIE BOMDING AND JOINTING All surfaces upon or against which concrete will be placed shall be prepared by suitably skaping 'and thoroughly cleaning, washing and unwatering as may be indicated in the plans, or as the owner may direct, to amet,the various situations encountered in the work. ",,
/
.1 F M QF_RQCK l0mlDATIQN -
The prescribed'anthods of rock excavation will be shown on tha' drawings or given in the general specifications for excavation and foundasion preparation for a pat'ticular job and not in this Specification. The exact foundation configuration caanse always be predicted and the subseqent treatment thereof cannot always be shown or indicated on drawings prepared before the excavation is done. Howevc the following general requirements shall be observed. _?
4 Eb:ssa Sp cificction . Cancrato , i Project Identification l No. CAR-SH-CH-6 s 4 Section II
- Concrete Placement, Curing and Tinishing
- 8. FOUNDATION BEDDING. BONDING AND JOIlfrING (Cont'd)
^
{
.1 Preparation of Rock Foundation (Cont'd) ;
a - Concrete shall not be deposited on large sloping plane rock surfaces. Where required by the Engineer, or as indicated on the plans, the rock shall be cut to form rough steps or , 3 benches, to provide roughness or a more suitable bearing surface. 3 b - Rock foundations shall be prepared by picking, barring, , . vedging and similar methods which will leave the rock in j an entirely sound and unshattered condition. l ' } c Shortly before concrete is placed, the rock surface shall be cleaned with a high-pressure water and air jet, even though it ! may have been previously cleaned in that manner. In any area 12
- where the nature of rock is such that it would be softened by j washing with water, blow pipes and compressed air shall be used. >
i ! d - Prior to placing concrete, the rock foundation shall be kept wet ! for a period of two hours if the rock is sandstone or other hard ]
+ -
rock type that will not deteriorate when wetted; howevir,'~ft'shall R4
'only be sprinkled lightly innediately prior to placement of concrete ,
if the rock consists of claystone and siltstone. - e - Refore placing concrete on rock fou'ndstions, all water shall be removed from depressions to permit thorough inspection and proper + bonding of the concrete to the rock. l .2 Preparation of Earth Toundations l All earth surfaces upon which or against which concrete is to be placed shall '
- be well eeupsered and free from standing water, mud' or debris. Soft or yield-1 ing soil shall be removed and replaced with lean concrete or with selected
] soils and compacted to the same density as surrounding area. The surface of i absorptive soils against which concrete is to be placed shall be moistened thoroughly so that moisture will not be drawn from the freshly placed concrete. l j
.3 Preceration of Concrete Surfaces
} The preparation of concrete surfaces upon which additional concrete is to be placed shall preferably be done by scarifying and cleaning while the concrete is between its initial and final set or soon after final set. This method i shall be used wherever practicable and shall consist of cutting the surface l with picks and stiff brooms and by use of an approved combinscion air and water l j [ 1 jet, as directed by the Owner. Great care shall be taken in performing this 3 work to avoid removal of too much mortar and the weakening of the surface by loosening of aggregate. L I c
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- . Ebccco Specifiention ,
! C:ncrata Project Identification No. CAR-SH-CE-6 Section 11 Concrete Placement, Curing and Finishing 3, vnmmmon nenntwn nnNDTMC AND .TOINTING (Cont'd)
.3 Preparation of Concrete Surfaces (Cont'd)
When it is not practicable to follow the above method, it will be necessary to employ chipping tools to remove laitance and roughen the surface. The final required result shall be a roughened, pitted surface from which all dirt, unsound concrete, laitance and slazed mortar have been removed and aggregate exposed partially. Wet sandblasting shall be done, if . l required by the Engineer. See Paragraph 8.4 for general guidelines. As an option to the above procedure, the use of an approved chemical retarder which delays,but does not prevent the setting of the surface mortar is permitted. The surfaces of joints shall be prepared in accordance with the Manufacturer's recommendations. The rstarded mortar shall be removed within 24 hours af ter 14 placing to produce s efean exposed aggregate bonding surface. The use of this method requiras a trial run using all materials and procedures proposed and this trial run shall show, to the satisfaction of the owner,that the finished concrete structure will la no way be impaired. The chemical retarder shall meet the requirements of Type D retarding a&nixture, See Section I, Paragraph 10.3 , l 4 General Guidelines for Preparation of Co'ncrete Surfaces a - Shortly before new concrete is placed, the existing concrete surface shall be cleaned with a high pressure water and air jet, even though it may previously have been cleaned in that manner, b - Prior to placing new concrete, the existing concrete surface shall be kept wet for a reasonable period preceding the placement unless R7 otherwise directed by the owner. c - Before' placing new concrete, excess water shall be removed , l from depressions in the existing concrete in order to permit thorough inspection and proper bonding of the new concrete to existing coner.ete.
.5 Epoxy Bonding Compound Epoxy bonding compound, where shown on the drawings shall be used to bond 12 new to old concrete. Epoxy bonding compound shall be approved by the En-gineer and shall be able to develop a compressive strength not less than the compressive strength either of old or new concrete. In the evaluation of the compressive strength of epoxy bonding compound, the effect of creep in the compound shall be taken into consideration.
Preparation of the surface, prior to application of the epoxy bonding com-pound, drying and cleaning of the surface, procedure for application, curing and testing shall be<made in accordance with the Manufacturer's recommendations.
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Ebecco Sp cificction Ccacrcta Project Identification No. CAR-SH-CF.-6 Section II Concrete Placement, Curing and Finishing
- 8. FOUNDATION BEDDING. BONDING AND JOINTING (Cont'd)
.6 Cleaning and Bonding Formed Construction Joints Vertical construction joints without keys shall be cleaned as inParagraph 8.3 of this Section.
Formed vertical construction joints with keys shall be inspected upon strip- . ping of forms and laitance removed by chipping. Vertical concrete surface formed by use of expanded metal mesh at vertical R2 . construction joints shall be treated and cleaned as approved by the Owner. R4 The expanded mesh bulkhead shall be sufficiently inboard of the wall faces to prevent subsequent rust staining of the exposed concrete surfaces. Any expanded mesh which is not bonded to the initial placement of concrete shall be cut out and removed before additional concrete is placed against it. R4
. The joint preparation shall include removal of all laitance and other unsound
- . material from the hardened concrete surface, roughaning of the surface to expose the aggregate uniformly, and saturation of the surface before additional concrete is placed against it.
.7 Expansion and Contraction Joints Provision will be made for expansion and contraction in concrete by use of special type joints located as shown on the drawings. Constraction joint surfaces are to be treated as directed by the Specifications, shown on the drawings or as directed by the Engineer.
.8 Control Joints Control joints, with or without dividing strips, shall be placed at locations R2 shown on the drawings or as directed by the Owner. Care shall be taken to avoid ridges or low areas adjacent to .the strips, a - Dividing strips shall be:
1 - brass, zine or other noncorroding metal (not aluminum), 11 - light colored neoprene or vinyl, or 111 - other materials, upon approval of the Engineer, b - Dividing strips shall be placed with top edges at correct ele-vation, and shall be firmly supported to avoid movement during , placing and consolidation of concrete.
Ebcsco Sp;cification Cencrato Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 8. FOUNDATION BEDDING. BONDING AND JOIyrING (Cont'd)
.9 Bonding Treatment (Mortar)
Af ter rock surfaces upon which new concrete is to be placed have been scari-fied, cleaned, and wetted as specified herein, they shall receive a bonding treatment, Lun'ediately before placement of the concrete.
~
The bonding medium shall be a coat of cement-sand mortar, designated as " Class F Mortar." The mortar shall have the same cement-sand content as the concrete which will be placed on it. The water-cement ratio shall be determined by placing conditions, and as approved by the Owner. Bonding mortar shall be placed in sufficient quantity to completely cover the surface about 1/2 in. thick. Mortar shall be placed at a rate that it can be brushed.over the foundation just in advance of placement of concrete. Only as much area shall be covered with mortar as can be covered with concrete before initial set in the mortar takes place. The amount of mortar that will be permitted to be placed .at any one time, or the area which it is to cover, shall. be in accordance with the Owner's direction.
- 9. ADVERSE WEATHER CONDITIONS .
.1 Provisions l
When concrete is to be placed under adverse weather conditions, special pro-vision shall be made in the handling and placing methods and in protection during the curing period to ensure that concrete of full strength and free fran damage will be obtained. Hot weather conditions shall be considered to be-in effect whenever the-dry bulb-temperature is- above 850F and is expected to go higher. Cold weather conditions shall be cogsidered to be in effect whenever the mean daily temperature falls below 40 F for more than one day R5 l in a row.
.2 Hot Weather All concrete operations during hot weather conditions shall be in accordance with ACI 305 unless otherwise indicated herein. Before concrete shall be placed when hot weather conditions apply, adequate means for protection of
- l the concrete during the entire curing period shall be prepared. The methods
!. proposed shall be subject to the approval of the owner. In addition, the following steps shall be taken: l
Ebssco Spscification Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 9. ADVERSE WEATHER CONDITIONS (Cont'd)
P
.2 Hot Weather (Cont'd) a - Placinn in Hot Weather - When hot weather conditions are in -
effect, the concrete shall be placed in the forms and con-solidated to final state as indicated in Paragraph 4.1 of this Section. Such procedures shall, however, be tested thoroughly R4 before use to ensure that no adverse effects are produced. b - Height of Lifts in Hot Weather - During hot weather condi-tions, the height of lifts in structures of large concrete volume shall be ' reduced, as necessary, or other means em-ployed as approved by the Owner to reduce the heat of hydra-tion in the interior of mass. Extreme care shall be taken to prevent crack formation in areas of restraint to concrete shrinkage.
.3 Cold Weather All concrete operations during cold weather conditiohs should follow the good ' practice as defined in ACI 306, unless otherwise indicated herein. Where cold weather conditions are in effect, no concrete shall be placed until satis-factory provisions have been made for protection of concrete with supplementary R7 heating and/or insulation to maintain the minimum concrete temperature for,the durations shown below: R5 Minimum Duration Minimum of Moist Curing Duration of Additional inclusive of the Protection Protection From Protection Buildina/Structura- Above 50 F. Days. Freezing, Days. Periodis) Days-
- 1. Walls, columns and suspended slabs in 'special leading
- 10 -
7 service condition (See Note 1 R12 t 2,3,4)
- 2. Containment Building Note 2,3,4) R11 a) Structural elements not 7 -
7 included in Item 1 w. / b) Foundation Mat 7 - 7
- 3. All exterior walls, columns and suspended slabs ( excent J 3 7
, those listed in Items 1,2a.) exposed to alternate wetting
- and drying during their service life. (Note 2,3,4) , Rl
l -
Ebasco Spacifientica Concr:co Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 9. ADVERSE WEATHER CONDITIONS (_ Cont'd)
.3 Cold Weather (Cont'd)
Minimum Duration Minimum of Nbist Curing - Duration of Additicnal inclusive of the Protection Protection From Protection Building / Structure Above 500F. Days Freezing. Days Period (s) Days
- 4. All other exterior / interior -
walls, columns, suspended slabs and miscellaneous structure (except) those listed in Item 1,2a,3 (Note 2,4) 3 - 7 Rll
- 5. All other Foundation Mats (except those in Containment . 3 _. 3 Building) (Note 2,4) Rll
- 6. Concrete in non-seismic duct banks, catch basins, and sanitary manholes (These structures are backfilled upon removal of forms or soon thereafter) -
2 2 m NOTE 1: Special loading: All concrete where a considerable portion of the deststr Ei....,G must be obtained for support and~ safety. Typical ! of such features requiring special consideration and attention to l strength development are structurally supported slabs, beams, and i floors where safe strength is required for shoring removal. Also ' included is all concrete which will be subjected t'o construction l loads thru inserts or embedded plates for jacking or supporting forms for subsequent lifts if the jacking or supporting is to take place within 14 days. Concrete protection considerations of Chapter 5 of ACI 306 shall apply to concrete in this service condition. ,
- 2. The concrete temperature shall not be allowed to drop below 40 F during the initial 48 hours following placement.
- 3. If the concrete te=perature drops below 50 F anytime during the first three (3) days after placing, the Owner shall verify that the in-situ strength of the concrete is not less than 0.7 f'c before discontinuing curing operations. R11
- 4. If the concrete temperature drops below 50 F or interruption in moist
-25A- ,gy4,
_ _ _ . _ _ _ _ _ _ _ _ _ . _ _ . _ . . _ _ _ - . - ~ _ ,
Ebarco Sp2cificction Concroto Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing ' and Finishing
- 9. ADVERSE WEATHER CONDITIONS (Cont'd)
.3 Cold _ Weather (Cont'd)
Note 4. Cont'd curing ~ocid'urs anythme during the specified protection / curing periods - the curing period shall be extended at least one full day for each Rll day of deficient (temperature or moist) cure. Additional provisions doing cold weather conditions shall be as follows: c a - Frozen Surfaces - Frozen or frost covered surfaces, against which concrete is to placed shall be covered and heated before start of placement of concrete, to remove all frost and raise the temperature , of the surfaces to above freezing. Check shall be made to insure that frost has been removed from soil to'its full penetrated depth.
'b - Concrete Temperature - The remeval of temperature protection -
shall be handled in such a manner that the maximum allowable drop in temperature throughout the first 24 hours after end of protection will not exceed 300F for concrete with a minimum R7 dimension of 72 in. or less and 250F for concrete with a minimum dimension exceeding 72 in. , (determined by observation of ambient and concrete surface temperature as indicated by suitable thermometers), c - Use of Steam Coils or Heater Air - Steam coils, confined steam vapor or heated air shall be used when necessary for curing and For protecting the concrete from frost. Sufficient coverings or housings of fabric, wood or other material shall be provided and- used- to-recattr the hese and moisturer. 'ha concrete shall " be kept sufficiently moist at all times during the curing period to prevent detrimental loss of water or hydration. If heated air is used, extra care must be exercised to assure a continuous condition of sufficient moisture. The flow of heated air shall be directed by means of baffles so as to provide a condition of uniform temperature and to avoid " hot spots." d - Shoring Removal - Final shoring for structural (elevated) slabs may be removed when the concrete has reached 70% of its' design compressive strength as determined by the procedures indicated R5 , in ACI 306 Chapter 7, Section 7.7. At the option of the Owner, the determination of the final shoring removal time for structural concrete may be made by statistical analyses R11 of concrete samples cured under cold weather conditions. The statistical evaluation shall assure that concrete has reached a minimum of 70* of its design compressive strength with a confidence level of 99
- prior to shoring removal.
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Ebasco Specification . Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 9. ADVERSE WEATHER CONDITIONS (Cont'd)
.4 Use of Calcium Chloride Calcium chloride shall not be used for accelerating the set of the cement in . any concrete containing reinforcement or embedded metal parts. The use of calcium chloride in mass concrete of footings and similar locations will be permitted only upon written approval of the Engineer. When calcium chloride is used, it shall be liquefied and added to the mixing water in an amount not to exceed two percent of the weight of the cement in each batch of concrete.
- 10. PLACING CONCRETE UNDER WATER Under all ordinary conditions, all foundations,shall be completely unwatered and concrete placed in the dry. However, when concrete placement under water is necessary, the procedure shall be as follows:
.1 Methods of Placement - Concrete shall be deposited under water by means of tremies, or bottom-dump covered buckets of approved type. .2 Direction Inspection and Approval All work requiring placement of concrete under water shall be designed, directed and inspected with due regard to local circumstances and purposes. All underwater concrete shall be placed according to the plans or spec-ifications and as directed and approved by the Engineer. e G O Ril
-26A-
.g
Ebasco Specification
, Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 11. SHOTCRETE .
All concrete placed by a shoterating process shall be in conformance with this section of the specification, the recommended practices as defined in ACI 506, and as hereinafter specified. .
.1 Reinforcement Wire mesh reinforcing, indicated on the drawings, shall be lapped 1 squares in all directions. The wire mesh reinforcing shall be placed 2 inches
] in from the fin.ished exterior face of the shotcrete. The wire mesh reinforcina
- shall be rigidly supported to prevent movement during the application process . R4 and the method of support shall be subject to the approval of the owner.
Alternatively, the wire mesh' reinforcing may be placed in position af ter , 1% inches of shoterete has been applied, provided adequate support for the mesh j is furnished, after which the final 2% inches of shotcrete shall be placed in accordance with this section of the Specifications. This procedure shall be , subject to the approval of the Owner. Wire cash reinforcing may be eliminated, with prior appreval of the Owner, in select areas of the 2 inch thick vertical seal mat shoterete on exposed rock sur- ' faces. Shocerete application shall be inspected and defects repaired prior to R.t base mat concrete placement. The seal mat shall then be completed as part of ' the base mat atructurst concrete without wire mesh. -
.2 Construction Joints Construction joints shall be kept to a minimum. When required, 1 inch, over ajoints construction widthshall be formad of one by sloping the shoterate to a thin edge, about foot. The thin edge shall be wetted with water R1 prior to applying the adjacent section. Square edge construction joints will not be allowed.
.3 Apolication Shoterete shall be applied only by experienced workmen. The nozzle shall be held at right angles to and at a distance of 2 to 5 feet from the surface IRC to be shoterated. Shoterete shall be placed in layers of such thickness as will not sag or separate. The entire thickness of the finished concrete shall be as indicated on the drawings. Rebound shall not be used in the work. Premixed ma-terial that has been standing more than 45 minutes shall not be used in the work.
Special care shall be taken to ensure that the natural gun finish of the shotcrete j shall be free of surface irregularities which would interfere with the proper application of the waterproofing material which is specified for use in Specifica-tion CAR-SH-CH-13, Waterproofing.
Ebssco Sp;cificatica Cencrsta Project Identificatien No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 12. MASSIVE CONCRETE All massive concrete shall be placed is accordance with the provisions of Section II of this specification unless noted otherwise in this para-graph.
.1 Placina a - Slgp, - The slump shall be in accordance with the requirements of Section I, paragraph 11.9.
b - Temoerature - The mgximum temperature of the concrete when de-posited shall be 70 F. R7 c - Thickness of Lavers - Concrete shall be placed in layers ap-proximately 18 inches thick. Vibrator heads shall extend in-to the previously placed layer. d - Placement Interval - The interval between placements for' mul-tiple lift work shall be in accordance with Section II, para-graph 5.17. k
.2 Curing and Protection ,
R5 a - Curina Period - The minimum curing period shall be 14 days and shall start as soon as the concrete has hardened suf-ficiently to prevent surface damage. For construction joints, curing shall be continued until resumption of concrete place-ment or until the required curing period is completed. Forms and exposed concrete shall be kept continuously wet for at least the firse 48 hours aftac placing,. and -also-whenever-
- duringegecuringperiodthesurroundingairtemperatureis above 90 F.
b - Temoerature Control - During and at the conclusion of the specified curing period, means shall be provided to insure that the temperature of the air Lmmediately adjacent to the concreeg does not fall more than 3 F in any 1 hour nor mere than 30 F in any 24 hours. 9
- 28 -
Ebasco Specification Concrete Project Identification No. CAR-SH-CH-6 Section II Concrete Placement, Curing and Finishing
- 12. MASSIVE CONCRETE (Cont'd)
.3 Cold Weather - For structures in Service Category 2, as described in ACI 306 paragraph 4.2, placed in cold weather, minimum curing period and protection shall be 3 days. The the concrete as it is deposited shall be 45, minimum F. temperature of e
e 29 -
6 s 4 4 CONCRETE - SECTION III CONCRETE AGGREGATE PROCESSING AND CONCRETE MIXING PLANTS I 1 9
EBASCO SERVICES INCORPORATED EBASCO SPECIFICATION CONCRETE SECIION III CONCRETE AGGREGATE PROCESSING AND CONCREIE MIXING PLANTS CONTENTS Paragraph Page Scopa 1 1 Specifications and Standards 2 1 Definitions 3 1
.1 Owner 1 s
.2 Engineer 1
.3 Detailed Specifications 1 4 Aggregates 2 Aggregate Processing Plant 4 2
.1 Type of Plant 2
.2 Samples and Tests 2
.3 Fines in Sand 2
.4 Drainage of Aggregate -
2
.5 Segregation 2
.6 Volume of Storage 3
.7 Approval of' Aggregate Plant' Iayout 3 Concrete Plant 5 3
.1 Type of Plant 3
.2 Batchers 4 a - Weighing Units 4 b - Measuring Water 4 c - Dispenser for Air Entrainment 5 d - Dispenser for Admixtures 5 e - Moisture Adjustment 5 f - Accuracy Limits and Records 5 R4
.3 Mixers 5 a - Maintenance "
6 b - Stationary Mixers 6 e - Mixing Time 6 d - Truck Mixers 7
.4 Provision for Inspection 7
.5 Sampling Facilities 7
.6 Concrete Specimens 8 Test Weights
.7 8
.8 Approval of Concrete Plant Layout 8 11
Ebasco Spscificctica Concrete Project Identification No. CAR-SH-CH-6 Section III Concrete Aggregate Processing and Concrete Mixing Plants
- l. SCOPE This is Section III of a Specification covering the general and specific requirements for Concrete using on-site or established commercial off-site concrete production facilities.
This section covers the requirements of aggregate processing plants and the requirements of concrete =f wing plants to be used if an on-site plant is established. -
- 2. SPECIFICATIONS AND STANDAPDS Concrete work and miscellaneous meterials shall be in accordance with the following ASTM Standards, ACI Codes and other applicable standards to the extent referenced herein. Unless otherwise noted, the documents with
~ addenda, amendments and revisions in effect on the date of the Purchase R4 Order will apply. Later editions may be used by mutual consent in writing between the Seller and the Owner.
ACI 304 Recoannended practica for Measuring, Mixing and Placing R4 Concrete. . ASTM C94 Standard Specifications for Ready-Mixed Concrete. Any conflict between this Specification and/or the referenced codes and standards shall be immediately brought to the Engineer's attention for written resolution. Seller shall list in his proposal any additional codes or standards he intends to invoke in the performance of this Specifications requirements. , 3. DEFINITICL. Definitions of terms-used in this Specification are-as-follower
.1 Owner In these Specifications, the word " Owner" shall mean the individual ap-pointed by the Owner and charged with technical acceptance of the work for the Owner, or his authorized agents, engineers, assistants and inspeersjrs acting severally within the scope of the particular duties and authorities delegated to them.
.2 Engineer In these Specifications, the word " Engineer" shall mean the Design Engineer, Ebasco Services Incorporated.
.3 Detailed Specifications Where the phrase " Detailed Specifications" is used in this Specification, it
- i shall be understood to refer to Specifications which may be included on the construction drawings or in the contract for the purpose of supplementing, modifying or eliminating any of the requirements of this Specia.1 cation.
Ebnsco Specificatica Ccncrsto Project Identification No. CAR-SH-CH-6 Section III Concrete Aggregate Processing and Concrete Mixing Plants ) l l
- 3. DEFINITIONS (Cont'd)
.4 Aggregates i
" Aggregate" in general designates both the fine and coarse inert materials :
used in the manufacture of concrete. Sand is a fine aggregate. Crushad rock, I natural grave 1,. or crushed gravel are coarse aggregates. 4 AGGREGATE PROCESSING PLA}rt
- This Specification for " Aggregate Processing Plant" is intended to co"er jobs i
where a plant for processing of aggregates is required. No deviation from the requirements of this Specification will be permitted without the written approval of the Engineer, or unless they are specifically and individually called for in the detailed specifications for a particular job.
.1 Type of Plant Complete and adequate facilities shall be provided for proper crushing, screen-ing, washing, classifying, storing, reclaiming and delivering the aggregates to the mixing plant. .
.2 Samoles and Tests The aggregate plant shall be operated a sufficient time in advance of the date set for the* first placement of concrete to permit the development of procedures which result in high capacity production of aggregates proven-by test to meet all the reqdirements of this Specification. .
.3 Fines in Sand The facilities for fine aggregate production shall be so designed and operated as to retain the necessary quantity of suitable sub 50 mesh fractions. Con-versely, an-excess of finee-will not be-permitted.
.4 Drainage of Aggregate Aggregates shall not be removed directly from the washing or classifying opera-tions to the aggregate bins in the concrete mixing plant, but shall be stored as required to permit drainage of excess water and shall be stored in such a manner as to avoid the inclusion of foreign materials. Sand shall remain in free-draining storage for at least 48 hours prior to use.
.5 Segregation The storage piles for aggregates shall be constructed so as to prevent segre-gation, and as approved by the Owner. The deposition and removal therefrom shall be done in a manner to i= prove the uniformity of grading insofar as practicab le.
2
Ebtscs Spscifientica
.Crnereto Project Identification No. CAR-SH-CR-6 Section III Concrete Aggregate Processing and '
Concrete Mixing Plants 4 AGGRECATE PROCESSING PLANT (Cont'd)
.5 Serresation (Cont'd)
The side slopes of stock-piled aggregates shall be kept flatter than the angel of repose to prevent accumulation of coarser material at the bottom of the slope. To reduce breakage of the larger sizes of coarse aggregate the number of handlings shall be reduced to a mininnan and rock ladders of , satisfactory design shall be installed if so ordered by the owner.
.6 Volume of Storate Sufficient live storage of all. size fractions of processed aggregates shall be maintained to permit continuous placing of concrete at the rates required to meet the schedule requirements.
.7 Approval of Attregate Plant Layout Plans and specifications for the aggregate p'rocessing plant which are proposed
_ _ _ . .for use including description and capacity data on the processing equipment and flow charts of the whole processing operations which shall show rates of flow of material at the various crushing and separation points in the process-ing, as well as the volumes of stockpiles and the number and kinds of equip-ment to be used in transporting the aggregates from the aggregate plant to the mixing plant shall be furnished to the Owner for his comments or approval before start of plant erection.
- 5. CONCRETE PLANT A modern and dependable batch-type mixing plant, capable of producing concrete ,
of specified quality and at the rate of output required to meet the schedule requirements and a balanced complement of transporting, handling and placing equipesat shall be. provided at a losation and-in-a-manner aseeptable tothe Owner. The concrete mixing plant shall be completely installed with preliminary > operation for.a sufficient length of time prior to first scheduled concrete placement to enable the Owner to make the necessary physical tests prior to , substantial concrete procedure.
.1 Type of Plant The plant ma be semi-automatic or automatic. " Semi-automatic" is used to define a plan in whic :
Bate a h es are changed manuallyweights are set manually bi c-hhterials are batched automatically. Manual batching may be permitted in the event of a console or equipment malfunction in order to complete ; placement in progress or where weights cannot be controlled to specification colerances for small bacches required for equipment foundation pada and -) concrete patch works, or where manual dispensing of Melment L-10A super, R5 plasticizing adeixture is desirable in accordance with the nanufacturers recommendation. For shoterate operations in which an independent portable ' baccher is used for an additional aggregate type, this batcher may be operated manually. For all Seismic Cateogory I structures, the manual batching rate shall not exceed 25 cu yds /hr. The requirements of Sect III Paragraph 5.2f shall apply. Manual batching is not permitted for the i S re*.wTTiRJbvWWn i
l
. .Ebasco Sp:cificatien _ l Concr0t3 Projcet Idcatificatica No. CAR-SH-CH-6 -
Section III Concrete Aggregate Processing and Concrete Mixing Plants
- 5. CONCRETE PIANT (Cont'd)
.1 Type of Plant (Cont'dl
" Automatic" is used to define a plant in which: i a- Batch weights are set manually on a mix selector b- Mixes are changed automatically by' mix selector c- Materials are batched automatically, except as indicated in R5 Paragraph 5.lc above.
.2 Batchers Individual weigh batchers shall be provided for all work requiring the use of more l than two separate size groups of coarse aggregates. The cement shall be weighed and batched separately from the aggregates.
The batchers shall be arranged to permit ene convenient addition or removal of material. Batching equipment _shall be so constructed and arranged that the sequence and time of discharge can be controlled to produce a ribboning and mixing of the aggregates and, wherever practicable, of the cement with the aggregates as the materials pass thrcugh the carging hopper into the mixer. This shall be affected by the control of the batcher discharge gates. Batching controls shall be so , interlocked that a new batching cycle cannot be started until all batchers are completely empty. If an independent and separate aggregate batcher is used for the shoterete operation, the operator shall monitor the batcher to assure complete discharge of R$ 1 coarse aggregate and shall sequence the discharge of fine aggregate, cement, and water to assure. proper mixing. In general, the batching operation should ensure the proper sequencing and blending of the ingredients during the charging of the mixer to obtain the required uniformity and homogeneity in the concrete produced as indicated by such physical properties as unit weight, slump, air content, strength, and air free mortar content in successive-batchee of the same-mix ^ proportions a - Weighing Units - Every delivery point of aggregates and cement into the mixer charging hopper shall have a weighing unit and each weighing unit shall include a visible, springless, direct reading dial which shall indicate the scale load at all stages of the weighing operation from zero to full capacity. Insofar as practicable, the scale dials shall be in full view of the operator and the weighing equipment shall be arranged so that the operator may conveniently observe the operation of the batcher gates and the discharge of the materials. Provision shall be made for adjustment and change in weights of materials being charged into the hopper. b - Measuring Water - Water shall be measured by weight unless written approval is given by the Engineer to measure by volume. The mechanism for measuring and delivering water to the mixers shall not permit leakage when the valves are closed. The filling and discharge valves for the water tank shall be so interlocked that the discharge valves cannot be opened before the filling valve is fully closed.
F Ebasco Specification Concrete Project Identification No. CAR-SH-CH-6 Section III Concrete Aggregate Processing and Concrete Mixing Plants
- 5. CONCRETE PLANT (Coat'd)
.2 Batchers (Cont'd) c - Dispenser for Air Entrainment - The concrete plant shall include a .
dispensing device to accurately measure and deposit the air entraining agent into each mix. The dispenser shall be inter-locked with the batching and discharging controls of the water so that the bacching and discharge of the air entraining agent will be automatic. The device shall be capable of ready adjust-ment to permit varying the quantity of the air entraining agent to be batched. d - Dispenser for Admixtures - The concrete plant shall include a dispensing device for admixtures in accordance with the manu- , facturer's recommendations to accurately measure and control the deposit of each admixture. a - Moisture Adiustment - The automatic controls shall be capable of ready adjustment to compensate for the varying moistura content of the aggregates. f - Accuracy Limits and Records - Delivery of materials from the
- R4 batching equipmen.t shall be within the following limits of ,
accuracy: MATERIAL PERCENT Cement 1 (By Weight) Water (Free moisture content of" aggre- 1 (By Weight) or gates or admixtures shall be determined 2 (By Weight) if it and accounced for as corrections to amount can be demonstrated RS of added mixing water as differentiated that a standard de-from total mixing water requirements) . viation of less than 400 psi as determined by ACI 214 is achieved. Aggregate smaller than 1- in. size 2 (By Weight) Aggregate larger than 1-% in. size 3 (By Weight) Air Entraining Agent 1 (By Weight or Volume) Admixtures 3 (By Weight or Volume) ' R6 or one fluid ounce (By R7 Volume) whichever is greater. Ebasco Specifier. tion Crncrota Projcet Idantificatica j No. CAR-SH-CH-6 i l Section III Concrete Aggregate Processing and j Concrete Mixing Plants
- 5. CONCRETE PLANT (Cont'd)
} .2 Batchers (Cont'd) f - (Cont'd) L The measurement accuracy and precision shall be such that the pro-portions of materials stay within the ranges established in ASTM C 94. i Records shall be maintained of tha material quantities in each batch. R4' l ! Recording paper divisions or digital print-out records shall be cap- , able of verifying conformance to i 1% of the measurements of cement, total aggregates and water, and to 1 3% of admixtures.
.3 Mixers Mixers may be of either the tilting or non-tilting stationary type, or truck 4
mixers, of approved design. a - Maintenance - The mixers shall be maintained in satisfactory operat-
- ing condition, and mixer drums shall be kept free of hardened con-crete. Mixer blades shall be replaced when worn down more ti anl i .
10 percent of their depth. Should any mixer at any time produce unsatisfactory results, leak mortar or cause waste of materials, its l use shall be promptly discontinued until it is repaired. b - Stationary Mixers - Mixers which have a rated capacity of 2 cu yd, or more, of mixed concrete shall be of the tilting type. Mixers shall conform to ASTM C94. The range of mixing capscities and. corresponding 3 mixing time for all mixers shall be determined by the performance R4 of mixer uniformity tests as specified in ASTM C94. Mixers shall be j used only within the range of capacities and mixing times qualified by mixer uniformity tests. Mixer uniformity in accordance with ASTM C94 shall be checked initially and every, six (6) months thereaf ter. -
- f. c - Mixing Time - The mixing periods specified herein are predicated on proper control of the speed of rotation of the mixer drum, and on j proper introduction of the materials into the mixer. The mixing 4
time will be increased when necessary to secure the required unifor-i mity and consistency of the concrete. Excessive overmixing requiring i additions of water will not be permitted. l When stationary mixers are used, the mixing time for each batch shall be as follows, (unless mixer performance tests have been made 1 in accordance with ASTM C94 to determine the permissible reduced i mixing time). Time shall start when all solid materials are in the j mixer drum, provided that all of the mixing water shall be introduced before one-fourth of the mixing time has elapsed. l j 1 i
- d EB:sco Sp2cificction C:ncrcto Project Identification No. CAR-SH-CH-6 Section III Concrete Aggregate Processing and ,
Concrete Mixing Plants
- 5. CONCRETE PLANT (Cont 'd)
.3 Mixers (Cont'd) c - Mixing Time - (Cont'd)
{ $ Capacity of Mixer Minimum Mixing Time d 1 cu yd 1 min 2 cu yd 2 min 3 cu yd 2 min 4 cu yd 2-1/2 min When a stationary mixer is used for partial mixing of the concrete (shrink-mixed) the mixing time in the stationary mixer may be reduced i to the minimma necessary to intermingle the ingredients. Stationary mixers shall be provided with an acceptable device to lock the discharge mechanism until the required mixing time has elapsed. Provision also shall be made to assere that each batch is discharged completey before the mixer is recharged. d - Truck Mixers - Truck mixers, conforming to ASTM C-94 as indicated in i. Section I, Paragraph 12, may be used when authorized by the Engineer R4 and the equipment and metods are approved in writing. Concrete so manufactured shall comply in every respect with the requirements of these specifications. i When a truck mixer is used either for complete mixing (transit-mixed) or to finish the-partial mixing- done in a stationary mixec, . each batch of concrete shall be mixed not less than 70 or more R2 than 100 revolutions of the drum at the rate of rotation determined by the mixer uniformity tests as indicated in Section I, Paragraph 12 of this specification. Any additional mixing shall also be within R4 the specified limits as determined by the mixer uniformity tests. When
- necessary for proper control of the concrete, mixing of transit-mixed concrete shall not commence and the addition of water shall i not be permitted until the truck mixer is at the site of the concrete 1 placement. '
Truck mixers shall be equipped with accurate revolution counters. When malfunction of the revolution counter occurs, =anual counting
; of the mixer revolutions is permitted by use of a hand held i mechanical counter. R7 '
C' i
Ibn:co Specificatica Cracrata Project Identification No. CAR-SH-CH-6 Section III Concrete Aggregate Processing and .! Concrete Mixing Plants ; I
- 5. CONCRETE PLANT (Cont'd) ]
l 4 Provision for Insoection ! The complete plant assembly shall include provisions to facilitate the inspection of all operations at all times. ,
.5 Samoline Facilities suitable facilities shall be provided for readily obtaining representative i R-samples of aggregate,. Samples shall be obtained as reconnended in ACI 304 and from ~ ~
locations determined by the owner. Suitable devices for obtaining representative sample of concrete for slump tests, unit weight, air content and uniformity tests to be made by the Owner shall be provided. All necessary platformii, Bols and equipment for obtaining samples shall be furnished prior to the start of operations. - ! .6 Concrete Specimens Concrete specimens will be prepared from the mixtures used irt the work and tested to determine the adequacy of control of the materials entering into the concrete mix. Preparation, storage and testing of the specimens will be performed by the Owner. Suitable facilities shall be provided within the plant for the Owner for this control work. 1
.7 Test Weights -
1 Standard test weights and any other auxiliary equipment required for checking the operating performance of each scale and measuring device shall be pro-vided. Monthly tests, in accordance. with Specification ASTM C94, shall. be mada. in, tha- presence of the. Ovaar- Upon completion of each such test, and before.further use of the measuring, weighing or recording devices, the adjust-ments, repairs or replacements required to secure satisfactory performance I shall be made. i
.8
~
Acoroval of Concrete Plant I,avout { Plans and written specification for the proposed concrete plant.shall be ' submitted to the Owner for his comments or approval. The concrete plant R2 shall be inspected 'by the '0wner usin.g the Check List for C'ertification of Ready Mixed Concrete Production Facilities published by the National Ready Mixed Concrete Association as a guide. ' 1 s b o - ,
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Ebasco Specification - Casign I.ife and Const:ue ica Su:veillance - Adde =d= 1 .
- 1. Seere
".his addendu:n. applies to ths. Conca d e== bcu=daries of de Co=:a#- e==
Buildi=g which will. satisf7 the require =ents of the ASME Section III., Division 2,1975 edi:'ou, with 'Jincer of 1975 Adde =da; specifically ~i:e=s. . (a) and Ca.) of Paragraph CA-3220, withis de beundaries i= dica:ed en Figures 1 and. 2. of dia addendt==.
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- 2. Cesd re Life 2ar s, =a:srials, a:d appur:::acces, vidi= de sc=pe of dis addend =
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SECTION 1 E3ASCO SPECITICATION l {- DESIGN LITI AND CONTAINMENT BUILDING CONSTRUCTION SURVIILLANCE CONTAIL?.EhT CODE SOC.'DARY ADDENDQi A '
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ASME CCD.E 3SECTJE DIV 1 POR CONC ANCHOR STUDS FOR EQUIR HATCH, LCCKS TYPE I 9 PENETRATION SLEEVES. ;
, A SME CCCE. SECT E DIY 2 (CAR SH AS IFOR CONC
( ANCHCR 57005 FOR TYPE I (E PEN. SLEEVES
-CONTAINMENT DESIGN BOUNDARY FOR TYPEI 3 (FDRNEWMATERIAL4 SERVICES FURNISHED AFTER a,.gg.ig77L ;
E (E PEN. SLEEVES, CAR-SH AS l FOR CONG ANCHOR STUDS FOR TYPE LOCKS i E(MPEN. SLEEYES(FOR MATERIAL 4 SERVICES FURNISHED BEFORE +291977) ! 1 I
,#v2i - 7 WAINMENT DEstGN I P. e, 7 ? EQUNCARY FOR
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. CA R9 FOR TYPE (FOR E 4 ENEW PENETRATION MATERIA SLEEVES.14 SERVICE 5 FURNISHED AFTER B - DIV. EOUNDARY FOR ASME CODE SECTE DIV E (FOR NEW MATERIAL, 4SLEEVES SERVICES ' FURNISHED AFTER 4 2919YT)FCR TYPF E (E PEN C - DIV. BOUNDARY FCR ASME CODE SECTE DIVI WITH SUBSECTION N Ag'g' FOR EQMIR HATCH, LOCKS TYPE I PEN SLEEVES.
O- DIV BOUNDARY FOR ASME CODE 3 SECTM DIY t WITH SUBSECTION 3 NA FOR TYPE E 4 E PEN SLEEVES FURNISHED EEFORE 4 291977) (FOR MATER!AL 4 SERVICE E; ATTACHMENT WELD BETWEEN AEME CODE SECTION E DIVISION i ITEMS AND LINER ARE IN ACCORDANCE WITH THE ASME CODE R9' SECTION E DIVISION 2.
- DIV. BOUNDARIES FOR THE TYPE II4IE PENETRATON SLEEVES locks AND EQUlPMENT HATCH ,
( E3ASCO SPECITICATION DIVISION BOUNDARIIS FOR THE FIGURE 2 DESIGN LIFE AND TYPE II & III PENITRATION SLEIVIS, CONSTRUCTION SURVEILLANCE LOCKS, EQUIP. HATCH, AND CONT. ADDENDUM A CODE BCUNDARY
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