ML20076C475 - kanterella (2024)

{{#Wiki_filter:. . .l 1Report No. SAI-1-186-03-610-3A l4 4DESIGi REVINt! 0F 1EE DMlTGE BMt-GtIP REDEGCDE BAR SPLICE SYSHM ll 1ECBEIOWr. EVAfDETGi REEG5' REFERENCES i1 iPrepared By:

Science Applications, Inc.

1710 Goodridge Drive McLean, VA 22102 lr j -Prepared For:U.S. Nuclear Regulatory Camis'sion i Washington, D. C. 20555 ll iFebruary 28, 1983 NRC Contract NRC-03-82'-096, Assignment 7 i

 .XA Copy Has Been S ent ot PDR ggo/g i

l il Item 000CTIGE! 'Ihe documents included herein were called out as references in " Design Review l of the Dayton Bar-Grip Reinforcing Bar Splice System - Technical Evaluation

Report," Report No. SAI-1-186-03-610-3, as prepared by Science Applications, i Inc. on February 28, 1983. A bibliographic list of these references is in-1 cluded below on pages v through vii.

4 The page numbers of this document are made up, in part, by the appropriate j identification number of the referencea document as taken from the following j bibliographic list. These identification numbers are the same as the

i reference ntabers in Report No. SAI-1-186-03-610-3.

s Ei? -1 ai jj 1i lL Ir j.i ji 111

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b LIST OF DO3BERES

1. Letter from J. DeVincentis, Project Manager, Yankee Atomic Electric i Company /Public Service Company of New Hampshire, to Mr. George W.

Knighton, Chief, Licensing Branch No. 3, Division of Licensing, NRC,

Subject:

" Request for Authorization to Utilize the Dayton Bar-Grip System at Seabrook Station," r/28/82.

2. " Code Requirements r Jr Nuclear Safety Related Concrete Structures,"

ACI 349-80, American Concrete Institute, Detroit, Michigan, April, 1981.

3. M Boiler E d Pressure Vonnel Code, Section m: Division 2, " Code for Concrete Reactor Vessels and Containments," the American Society of Mechanical Engineers, 1980 Edition.

4. M Boiler g d Pronnur Vannel Code, Section M = Division 2, " Code for I

Concrete Reactor Vessels and Containments," the American Society of Mechanical Engineers,1980 Edition with Summer 1980 Addenda.

5. "ASME Code Case N-185, Requirements for Materials, and Qualification and i Performance Testing of Swaged Reinforcing Bar Splices", Section IIL.

Division 2,. Concrete Reactor Vessels and Containment. Approved by Council, 8/29/77, Approved by ACI, 10/17/77.

6. " Regulatory Guide 1.136, Material for Concrete Containments," U. S.

Nuclear Regulatory Commission, October,1978 (Revision 1).I

7. Uniform Buildino code,1979 Edition, International Conference of Building Officials, Whittier, California,1979.

8. " Building Code Requirements for . Reinforced Concrete," ACI 318-77, Ameri-can Concrete Institute, Detroit, Michigan, 1977.

9. Letter from Steve Holdsworth, Operations Manager, Dayton Barsplice, Inc.,

Miamisburg, Ohio, to Neil E. Johnson, Science Applications, Inc., Oak Ridge, Tennessee,

Subject:

" Transmittal of Information on Dayton Bar-Grip Splice Systems," 7/13/82.

10. Letter from Neil E. Johnson, Science Applications, Inc., to Owen Rothberg, NRC Division of Engineering,

Subject:

" Dayton Bar-Grip Splice System Presentation to the NRC on 10/1/82," 2/28/83.

11. " Brochure - Bar-Grip Systems," Dayton Barsplice, Inc., Miamisburg, Ohio, 7/81.

12. " Operating Manual - Bar-Grip Mechanical Splicing Systems for Reinforcing Bars with Hydraulic Press RIuipment," Dayton Barsplice, Inc., Miamisburg, Ohio, 12/80.

i v

1 LIST OF DOCIMMS (Cont'd)

13. " Report on Performance Testing of No. 5 through No.18 Bar-Grip Sleeves for Dayton Barsplice, Inc.," WJE No. 8203000, Wiss, Janney, Elstner and -

Associates, Inc., Northbrook, Illinois, 5/7/82.

14. " Interim Report - Camtak and Bar-Grip Sleeve Testing for Dayton Bar-splice, Inc.," WJE No. 786490, Wiss, Janney, Elstner and Associates, g.

Inc., Northbrook, Illinois, 9/18/79. s

15. "Bar-Grip Systems Test Report - Summary of Test Results for Bar-Grip ;

Plain Couplers," Dayton Barsplice, Inc., Undated (Note - This is a re-issued version of " Report on Bar-Grip Plain Coupler Testing for Dayton Barsplice, Inc.," WJE Nos. 786490 and 815300, Wiss, Janney, Elstner and Associates, Inc., Northbrook, Illinois, Undated. -i

16. Roger G. slu*tter, " Tests of Grade 60 Reinforcing Bars Spliced Using CCL Camtak System," Report No. 200.79.674.1., Prepared by Fritz Engineering ;

Laboratory, Department of Civil Engineering, Lehigh University, Bethle-hem, Pennsylvania for the Dayton Sure-Grip and Shore Company, June,1979.

17. E. W. Bennett, " Tests of CCL Standard Splices on 32 mm Grade 380 Deformed -

Bar," Report No. CCL 8, Prepared by University of Leeds, Department of Civil Engineering for CCL Systems Ltd, Surrey, England, January 1980.

18. E. W. Bennett, " Fatigue Tests of Spliced Reinforcement in Concrete Beams," Paper presented at the American Concrete Institute Convention, Puerto Rico, September 1980. _

19. "Research Report - Bar-Grip Systems for Splicing of Reinforcing Steel Bars," Report No. 3848, International Conference of Building Officials, Whittier, California, October, 1981. -

20. " Report of Tests of Mechanical Butt Splices on Reinforcing Steel Bar,"

Arkansas State Highway and Transportation Department, Division of -Materials and Tests, Little Rock, Arkansas, 10/23-24/79. -

21. " Report on Reinforcing Steel Mechanical Splice Tests," Pacific Testing Laboratories, 11/29/79. .

22. " Report on Tests of #7 CCL Bar-Grip Side Action Press Splice and #14 CCl Camtak Extrusion Type Press Splice," State of Ohio, Department of Trans-portation, Division of Highways Testing Laboratory, Columbus, Ohio, 1/25/80.

23. " General Approval - Dayton Barsplice, Inc. Bar-Grip Systems for Splicing Reinforcing Bars," Research Report Nc. RR 24374, Department of Building and Safety, City of Ios Angeles, California, 1/1/82.

vi

a LIsr OF DOCWSMS (Cont'd) 1

24. " Report on Mechanical Splicing and Non-Destructive Examination of Rein-3 forcing Bars Spliced by Swage Method for NRC Approval," Prepared for i Public Service Company of New Hampshire - Seabrook Station by United

, Engineers and Constructors, Inc., Philadelphia, Pennsylvania, November, 1982.. 25. Memorandum from H. L. Graves, Mechanical / Structural Engineering Branch, l NRC Division of Engineering Technology to Distribution, 

Subject:

" Meeting with Representatives of Dayton Barsplice, Inc.," 4/22/81.

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i.N1 Letter from J. DeVincentis, Project Manager, Yankee Atomic Electric Company /Public Service Company of New Hampshire, to Mr. George W. Knighton, Chief, Licensing Branch No. 3, Division of Licensing, NRC,

Subject:

" Request for Authorization to Utilize the Dayton Bar-Grip System at Seabrook Station,"

12/28/82.r L[E e1-1 m__ _

i EE 1I l I1 IThis page is intenticially blank.C

PUBUC SERVICE SEABROOK STATION E,*. . z.* 5 Office:Compartyof NewHampshw e 1671 Worcester Road Framingham, Massachusetts 01701 (617) . 872 - 8100 December 28, 1982 l_SBN-411 T.F. B7.1.7 rUnited States Nuclear Regulatory Commission W:shington, D. C. 20555 Attention: Mr. George W. Knighton, Chief Lfeensing Branch No. 3 Division of Licensing Rsferences: (a) Construction Permits CPPR-135 and CPPR-136, Docket Nos. 50-443 and 50-444 i

Subject:

Request for Authorization to Utilize the Dayton Bar Grip System at Seabrook Station i Daar Sir:Ey way of this letter, we are requesting NRC authorization to utilize the

 " Dayton Bar Grip System" of reinforcing bar splicing at Seabrook Station. In support of this request, we have enclosed two copies of a report prepared by United Engineers and Constructors, Inc., entitled." Report on Mechanical Splicing and Non-Destructive Examination of Reinforcing Bars Spliced by Swage Mathod for NRC Approval." This report has been compiled to demonstrate that the Dayton Bar Grip System meets the applicable requirements of ASME Section III, Division 2 through the 1980 Summer Addenda.

We understand that you are currently performing a generic review of m:terial submitted by Dayton Barsplice Inc. We feel that the enciesed report contains adequate information for a plant specific approval, however, should additional information be required, please notify me.Very truly yours, YANKEE ATOMIC ELECTRIC COMPANY A$

 / j J. DeVincentis '. e Project Manager ALL/fsf ec: ' Atomic Safety and Licensing Board Service List 1

1-3 l

ASLB SERVICE LIST Philip Ahrens, Esquire Assistant Attorney General Department of the Attorney General Augusta, ME 04333 Representative Beverly Hollingworth o Coastal Chamber of Commerce 209 Winnacunnet Road Hampton, NH 03842 William S. Jordan, III, Esquire Harmon & Weiss ]1725 I Street, N.W.Suite 506 Washington, DC 20006 E. Tupper Kinder, Esquire <Assistant Attorney General Office of the Attorney General 208 State House Annex Concord, NH 03301 iRobert A. Backus , Esquire 116 Lowell Street P.O. Box 516 Manchester, NH 03105 Edward J. McDermott, Esquire Sanders and McDermott Professional Association 408 Laf ayette Acad Hamp ton, NH 03842 Jo Ann Shotwell, Esquire Assistant Attorney General ,Environmental Protection dureau Department of the Attorney General One Ashburton Place, 19th Floor Boston, MA 02108 1 -

f il ii REPORT ON l MECHANICAL SFLICING AND NON-DESTRUCTIVE EXAMINATION OF REINFORCING BARS SPLICED BY SWAGE METHOD FOR NRC APPROVAL 14 i PREPARED FOR PUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEABROOK STATION BY iUNITED ENGINEERS & CONSTRUCTORS INC.a PHILADELPHIA PENNSYLVANIA 19101 i~l 4I NOVEMBER 1982 41-5.

TABLE OF CONTENTS SECTION-1.0 SCOPE SECTION

2.0 INTRODUCTION

SECTION 3.0 0.A. ACTIVTTY RELATED TO BAR#.RTP SYSTEM SECTION 4.0 StHMARY AND CONCLUSION rATTACHMENT LIST OF ATTACHMENTS

1. ASME Section III Div. 2 Qualification of Mechanical Type Splices

2. Catalog on Bar-Crip Systems from Dayton Barsplice, Inc.

3. WJE Report on Performance Testing cf f5 through #18 Bar Grip Sleeves, dated 5/7/82 i

4 Specification 9763-WS-4D. " Requirements for Mechanical Splicing and Non-Destructive Examination of Reinforcing Bars Spliced by Swage Method"

3. Perini FCCP-8, " Mechanical Splicing of Reinforcing Bars by Swage Method ," Rev.0, dated 3/30/82

6. Perini QAP 10.18, "Bar-Crip Inspection,"

Rev. O, dated 7/9/82

7. Perini OAP 10.19 "Oualification of Bar-Grip Operators," Rev. 0, dated 7/9/82

8. Investigation of Strain Aging Effects on Mechanical Properties of ATST 1015 Carbon Steel Cold Swaged Splices

9. Discussion of Sprineback of Cold Swaged Carbmt Steel Rehar Splices

10. ASME Section III Div. 2 Code Case,

 " Splicing of Reinforcing' Bars-Performance Tests" 1-6

___ ---- - - _ _ - - - a

. j

1.0 Scope

This report is prepared for nRC review and approval;of the Dayton Bar-Grip System for splicing rebars. The

• report is compiled to show that the system meets-all the requirements of ASME Section III Div. 2,1980 Summer Addendum.

All required supporting documents are fully developed to the point that they could be implemented on the

project if the system is approved for use.

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2.0

Introduction:

Dayton Bar-Crip' System is a method of mechanically splicing rebar by swaging a special sleeve, manufactured by Dayton Barsplice, Inc. to the rebar by means of a hydraulically operated press. Sleev,es for splicing #5 bar through'#18 bar are available. These sleeves are manufactured from A-519 low carbon steel. This type of splice has been used in many parts of the world as listed in the manufacturer's catalog'(Attachmnt 2, Page 3). A detailed description of the Dayton Bar-Grip System is given in the various reports which are attached.This report does not cover Bar-Crip threaded couplers.s Ii 1i iI i1-8 ;

3 i3.0 Q.A. Activity Related to Mar-Crip T.vntem:Dayton Bar-Crip System Q. A. Operation Kanual has been

• reviewed.in accordance with the requirements of 10CFR50, Appendix B. " Quality Assurance Criteria for Nuclear Power Plants" and approved by UE&C Q. A. Department.

A facility survey.was conducted at the manufacturer's plant and his sub-contractor and supplier by UEF.C as engineers and constructor and Perini Power Corp. as contractor and found satisfactory.Bar-Crip System Q. A. Manual, as well 's facility survey reports, are available for review on request from UE&C.i fa i4 1-9

p _a_F l 4.0 Summary and conclusion:}. Dayton Bar Splice System has been fully tested as per ASME

g. Section III Div. 2 requirements. All essential variables

• have been addressed to prove that the system meets all the -

requirements.

i[ Specific concerns such as kpringback of the sleeves (Attachment i

9) and strain aging, brittleness, etc. (Attachment 3) have been evaluated with respect to perf ormance of the splice system and have been found to be insignificant. Construction pro-cedures and the various Quality Assurance programs assure the best quality final product (Attachments 5, 6 and 7).

The benefits we expect to derive through the- use et this system as a viable nicernative to the Cadweld system, pre-sently in use, are significant. This system is easy to install and would save considerable time in installation compared to the Cadweld System. It requires no heat, powders, or mortars, and it can be applied in any weather conditions.No special safety fire precaution is required. With proper pre-planning, part of the sleeve can be installed in shop,.thereby reducing the amount of field work, etc. More importantly, these benefits are obtained through no compromise in the final quality of the product.For the qualification tests by WJE to meet all code require-ments, it is necessary to obtain a favorable reply from ASME to a Code Case regarding the requirements in CC-4333.2.3. The Cods requires tensile testing to 2% strain. But for some Dayton Bar Splice Systems which demonstrate relatively small~ slip characteristic *s, 2% strain may not be reached prior- to the ap-plication of load in the range of rebar tensile strength. Con-sequently, it is sometimes necessary to remove the' measuring instrument prior to obtaining a load extension curve to 2%strain when incipient failure of the rebar or splice is expected.Test results demonstrate that strain of the system near the re-bar tensile strength can be extrapolated to the failure -load with a reasonable degree of accuracy. Therefore, United Engineers

 & Constructors, Inc. requested a Code Case (Attachment 10 which would require that tensile testing be permitted to the smaller of 23 strain or the strain at the reinforcing bar minimum tensile strength, which reflects the conduct of the WJE tests. The Code Case is presently being considered' by various ASNE/ACI Committees.

1-10

l lATTACHMENT 1 ASME SECTION III, DIV, 2 QUALIFICATION *0F MF.CHANICAL TYPF. SPLICES 1-11

l 1CC 4333 Mechas.ical S; slices stecnr.th of the sei.eforcing lur I.cin;t inted, nor !cw than ItX.1% ol' the specified minismmi tensde stienrah.CC 4333.1 Onalifications. Ites.ordr nad filentifying The ten <ile strength of an imlividn d sphee system >Stamps shall not he few than 125% of the sp-ailie.1 nunimum CC.4.133.I.I Itequired Qwlifications, l'ach Can- yield stren; th of the splicett bar. Fach mdivid.nl int ,structor or I abrica:or is ingensible for the splicing report on both the spliced and un:.pliced speennens made by his organization and he shall coinluct the shall include at least the following informaiion: ,tests required by this Subarticle in e,rder to qualify the (/) tensile sciength; =splicing procedure and the splicers. (2) total elongation; (J) loadw:xtension curve to a minirnum of 2%CC 4333.1.2 Maintenanec nad Certification of g;,Records. The Constructor or 1 ahricator shall main- The page length for each pair of spl: ecd and

• tain a recoid of the splicing procedure and the spheers unspliced specimens shall be the same and equ..! to quahked and employed by him. showing the date and the length of Sp! ice s!ceve. plus not less than one bar resuhs of tests, and the identdiention mark or marks diainerer nor more than tinee bar dumerers at cach assigned to each splicer. Thoc secords shall be end. oFtiiiYr threaEl's'pilees. one of the splice"

 ~

reviewed.yerified, and si;;r.ed by an anthonzed indi-sp2[ mens shall he cold soaked for a na ;vidual assigned by the Constructor. The records shall prior to testing at a temperature equal to m less than he accessihic .o the Owner and to the Authonred the temperature required for this test. T he tot I "'P"'- tempeniture as the root of' the critical thread shall CC-4333.1.3 Splicing 1*riar to Qualification. be 20*F (-7*C) or less and maintained <mtil the No splicing shall be undertaken until a splicer has specimen reaches yic!d level h>ad.been qua!ified. Only splicers who are qualiGed in (b) Cyclic Terolle Textr. Three specimens of the bar.accord: ace with CC-4333.4 shall bc used. to-bar splice for each reinforcinp. lur size (and trade for taper threaued splices and thic ded srlica in I CC 4333.2 S;: lice System Qe dification Require-l thread deformed reinforem.g bar) med splice type in be rnents used in construction shall be subjecttd to a few cycl.-C.C-433.1.2.1 General Requireiaents. Each sph.ce

 . . tem.de test. Each sy.cimen shall withst..nd 100 syeles system manufactueer shall conduct a series ot perfor-of stress variation from 59'c to 00"~o of the spesihe,I mance tests m cru:r to qualify !as:.plice system for .rorcin;: oar. (.me minimum yield stren;tth of the rein "* cycle is denned as an incicase from the lower load to .

CC C3?. 2.2 .'staterials to lie Used fur l'erfor- the higher load and seturn.mance Te ts.1he types of materials to he used foi the'(parformance test splices shall %e the's.aue as those !CC 4333.2.4 lisential Van.a hin. The perfor-intended foi use in production splices. The actua I materiah. used and the.neces,ary diaienisions of al e- mance tests must be comp!<telv reconduered when any l N of the applicable chan;:e. h:sted below .ne made i test speennens shall be documented. 6,

C.langes other th

.n those h.sted may Iv made wish.n.

l CC-43.43.2 t Type and Smnber of l'erionnance 'he necewhy fin rrpeatin;: the perf.umaate tots.Tests (al For all splice nienr-(a) Storie Tcnt!!c 7btr. Jh spitee spseim .ns for (!) a change m sphee sleese ma:en;.f ..r Prah each har se and <phee type to be ased in construction (21 a reduction m tiic cro.nection..I area o! the s! all be ten <ile toted to faihne u.ing time loadiny rr.te sphee .lene; set foi!h m!.;.g-{0;lior swt.ged splices, al,a,re d:! resent

 ,,, (J) a rtcluction m the har eng. gunem Ic: . Ie

d. formaison patterns shall I., nwd for each h:n airel,;- (,ri an increa,c su icintnreing har ra te.

tested. Tk st:. tic tensile test:. shall be rep -nc.3 far (ir) ih sleeve us:h fctious filles t :etal sphs.s ..cach lur rrr.de to be used in consiniction "r taper ch. i.p i i she nlles mct d. :threadril splices and threa.hd .pices m tairead de. (c! l as tapes t!:itaded sph.c.:formed semiercmg bars. Fm f.epo threadot splices. (1/ a i hant:e in he:nl:,.cometry:one of the sis specimem >Iiall lv insed at 2 trit (2) a change in sos.ine.(-TCl or lew. A tensile test on :in un pliccil (di For sw:.ged sp;ien- t specinan from the same h..r used li. the spliced (// a chang m -w. a.y pic sort.

peemiem si:all be re it.rm.d to e t d hsh actual

 #g(2) chanpf m e:e po..ietry; tensde st.enn.h. Tb- a+cr:.ge tendh :trength of the (if a chacp i.- sor:: material:

s,.lius shall not ts lew th m 40 4 of the asti d icmile ( ) a ch:oire m sutside or n.si.:e diamet i, ,26 '1-12

{

 )

(JJ for hearni splices, a change in the required (2) cleanline-s s. ;mrerwnts; mininmm temperature of the sleeve at the time of (i) type of equipme us and methrkls u.:cd for swaging and maximum time and temperature that torquing: !sleeves may be held is. the heating oven. . (f) required torque, tolerance on required torque, (e) For threaded splices in Ihremt deformed bar: and metkul of measurernent; (1) a changein thread gemnetsy: (J) method used to verify the fint i alignment and{ (2) a chaaCe in torque. engagement ofIhe spliec coupler on Ix.4h hars:1 CC-4333.3 Require:nents foe Production Sph. .emg (c) method used to lock the coupling in position to prevent Ionscuing of the splice..t Procedures. All production sphemg shall be psr-formed in accordance veith a written procedure which CC-4333.4 Initial Qualification Tests. Each shill include, as a minimum, the procedures used for splicer shall prepare two qualification splices on the tha performance tests in CC-4333.2.3, witti the follow- largest bar size for each of the splice positions (e.g.,ing additionalinformation. horizontal, vertical, diar,onal) to he used. The quali-(a) For sleeve with ferrous filler metal splices: fication splices shall he made using reinfori.ing har j (1) bar end preparation; identical to that to be med in the stru.ture. The (2) cicantiness requirements; completed qu: hlication splices shall be temile tested (J) bar end hication tolerances; using the loading rates set forth in SA. 370 and the (4) permissible gap between reinforcing bar ends; tensile results shall meet those specified in Tahle CC-(5) allowable voidaire in the filk.t metal. 4333 1.(b) l'or taper threaded splices:(/) type of equipment and methods used to verify CC-4333.5 Continuing Splice Performance Tests bar thread acceptability:(2) cleanliness requirements; CC-4333.5.1 Introduction. A continum . 5: ries of (J) type of equipment and methods used for tests shall be made to ensuie that productn.n splices incer the tensile requirements. Nondestructise exami-

 '""I*"l (4) required force and methat of measurement: nation requirs ments are specified in CC Sno.

(5) method of racchanically locking the position CC.4333.5.2 Splice S::mples. Splice samples may sPh,ee5:he production spliecs (cut direkti) from in place (6) method used to verify the fmal alignment and reinfo:ceme :t) or sir.ter splice- (re,novable splices engagement of the splice on both hars.made in place next to prmfuction splices and under the (c) Forswaged spliecs:same conditions), in acco.danec with the schedule(/) de.mliness requirements; estahl shed in CC 4333..*.3.(2) type of equipment and methods used for swaging:CC-4333.5.3 Testing Frequency. Splice samf le';(3) required swaging pressure, method of mes- shall tw tensile tested in accordance with the thllow ing l{ surement. pr essure toletance. and Ircqcency ofcali- schedule !b? t he appropriate sphee system.j bration of the hydiaulic system: (a) Separate test cycles simil be esteh5sNd for(.!) method u.ed to verify final alignment and sleeve wnh ferrom filler metai sphres anu sw gest a enfarement of the splice on both bars; splices in honzontal, verneal, and diag <nul h.as as(.41 har end preparation:follows:(of tr.inimum and maximum numbei of swagmg (/) For sleeve with ferrous filler metal i.phers.operati<m> pei sleese: one splice shall be ' teste:I thr cJCh Unii _of ItXI{ (7) method med to ensure sleeve is sw.'ged along prraluction splices.I full i.opth: (2)lior swaged spliers, test e>c!cs shall lv estah.(3) limits of die wear and frequency of checking: lished as follows:(Of for heatnl sIcevr limits and n*cthnds med to (a) If only prothretion splices are .t.sl. the measme duration and temper.:ture of I cating cycle sample t'requency sh.dl he as fo' lows:and ternperature of sh eve at time of maging: (/) one ofIhe lir. 10 pmduction splites; (10) method used to ensute that 5tud is locked to (2) one of the next W prmluetion splires:swaged:.lceve.(I) two of tlic next units smd 'em.h Sub e.(d) Fer Ihre:ufed sp!ien in thrca 1 deformed Isar: quent unit of 100 pro.luetion splices.(// type of eqturneent and metinuit used to verify (b) if production and Ostor splice. me leved, has thiend acceptabday; the samp!r frequency shall he .:, follows:27 1-13

(1) one production splice o.' the first 10 if any sample tested fails to meet the provisions of(a) or (b) above, the requirements of CC 1333.5.5 shall be production splices;! (1) one production and 3 sister splices for fo!! awed.Ihe next 90 production splices; (3) three splices, either production or sister CC 4333.5.5 Substandard Teu4ile Test Resu ts .splices, for the next and each subsequent unit of 100 fa) If any spHee used for testing fails to meet the production splices. At ,least onc. fourth of the total strength requirement of Tabic CC-4333-1 and failure number of splices tested shall be produedon splices. ccurs in the bar, the cause of the bar break shall be (c) Straight sister splices shall be substituted investigated by the Constructor or Fabricator. Any for production test samples on radius bent bars and for necessary corrective action affecting splice samples splicing sleeves arc welded to structural steel clements shall be implemented prior to continuing the testing or thc liner, frequency of CC-4333.5.3.(6) Taper threaded splices and threaded splices in (b) If any splice used for testing fails to meet the thread defonned reinforcing bar. Separate test cycles strength requirement of Table CC-43331 and failure shall be established for each bar size and grade, using does not occur in the bar, two additional splices shall sister splices as follows: be tested. If either of these retests fails'to meet the (1) one of the first 10 splices; strength requirement of Table CC-4333-1, splicing (2) one of the next 90 splices. shall be halted. Splicing shall not be resumed until the (3) two of the next and sulEcquent units of 100 cause of failures has been corrected and resolved.3pg ;c,,, (c) If the nanning average tensile strength of 15 In addition, in no event shall these tests result in less c nsecutive samples faHs to meet the tensile require-than three tests for each bar heat. ment of Table CC 4333-1, sphcing shall be halted. The CC4333.5.4 Tensile Testing Requirernents. Constructor or Fabricator shall investigate the cause Splice samp!cs shall be tensile tested using the loading and make the necessary corrective action.rates set forth in SA-370. All taper threaded saniple (d) When splicing is resumed, the testing frequency splices shall be tensile tested at 20T# (-TC) or le'.s. shall be started anew.e following shall constitute the acceptance stan- CC-4333.6 Recording of Tensile Test Results. The results f all tensile tests obtained from the tests (a) Tim sensile strength of each sample shall equal pre.cribed by CC.4333.4 and CC 4133.5, planr, with or exceed 125% of the specified yidd strer.cth as nH ict peninent data, shall be secorded.shown in Table CC-4333-1.(b) The average tensile strength of each group of 15 CC-4333.7 Wclding. Welding of splice sleese:, to consecutive samples shall equal or exceed the specified parts shall be performed using welding procedures and n:inimum tensile strength as shown in Table welders qualified in accordance with AWS D r.1-72 or CC-4333 1. Section IX.1-14 ,t

CC.433t Remein its entirety to rced not meeting these criteria shall be removed and replaced.

 . CC-4331 - Introduction CC-4331.1 General. Splicing of reinforcing bars '

CC 5322 Addto read:shall be made only as required or permitted by the

Designer.

CC 5322 Taper Threaded Splices

• I CC-4331.2 Permitted Types of Splices and Joints.

1 The types of splices and joints listed m (a), (b), and (c) (a) Ilar ends and splice sleeves shall be visually below are permitted within the limitations described in examined prior to assembly for cleanliness.]the following subparagraphs: (6) Threads shall be checked with a manufacturer's (af lap splices: thread rage.3 (b) mechanical splices of the following typs (c) liars shall be marked with a suitable m.irker to j (/) 5!ceve with ferrous filler metal splices; indicate depth ofinsertion in:o splice. Aficr awembly, (2) taper threaded splices; the actual depth of insertion shall be checked for (J) swaged splices; compliance with CC 4333.3 by means of this mark.(4) threaded splices in thread deformed rem. fore- (d) Proper assembly and torque shall be checked for

ing bars; compliance with the installation prnecdure described ,

i (c/ arc-weldedjoints. in the Construction Specification.(c) One splice of each 100 production splices shall be disassembled, inspected for compliance with CC-i CC-4333 Revise in its entirety as shown on pp 26-28 of 4333.3 and all threads rechecked with the manufactur-thisAddenda.

 ,7., ,y,,,g g,g,,

{j Table CC 52001 Under Watec and Ice, revise entryfor] Total solids in the Test Method column as shown on p.CC 5323 Swaged Splices l 29 ofIhis Addenda.

; (a) 13=r ends and splice sleeses shall be visually j examined prior to assembly for cleanliness and proper! CC 5320 Reme to reud end prep.aration.

(b) liars shall be marked with a suitable maiker to i CC 5320 EXAMINATION Oli indicate depth of inseition into splice. After compic.l MECl{ANICAL SPLICly; tion, the actual depth ofinsertion shall be checked for compliance with CC 4333.3 by means of this mark.l Acceptance criteria for all splicing systems shall be (c) Proper assembly ar.d swaging prewuie shall be as described in the Construction Specification.checked for compliance with the installation proce.j dure described in the Construction Specificatwn.CC-5321 1dd :o read:CC 5324 Add to read:j CC 5321 Sleeve With Ferrous Filler

Metal Splices CC 5324 Threaded Spilecs in Thread

(al One sleeved connection from each day's work "" " *

• per splicing crew shall be examined daily for proper -(a) liar ends aml splice sleevts sh..Il be sisually lit.up. cxamined for damage, cleanliness, .ind proper end j

(b) All completed s!ceved connections shall be preparation prior to assembly.j visually examined after conhng ihr acceptable bar end

' (b) Threads shall be checked with a mannfacturers locations. Filler metal shall be visible at each accewi-~ thread c. age.

j, ble end of the splice sleeve and at the tap hole. Each (c) llass shall be marked with a suitable marker to j . accewihle evid of the sp! ire sheve shall also be

• indicate depth ofinsertion into splice. After ae.i n.bly,

!- subjected to the ma'.imum allowable void criteria as the .ictual depth of insertion shall be riscLed for adevribed in the. Construction Sgwcification. Splices compliance with CC *333.3 by means of ibis mask.19 l-15

 - - . . - - - - - . , . , , , , . , + - e . ,, - ~

The following paragraphs explain how this system meets the specific requirements, of ASME Section III Div. 2 for the applicable paragraphs.cc-4333.1.1 Required Qualificationsi -See attachment Nos. 4, 5 and 7. These procedures cover all the l requirements.CC-4333.1.2 Maintenance 'and Certification of Records: -1 See attachment Nos. 4, 5 and 7.CC-4333.1.3 Splicing Prior to Qualification: -See attachment Nos. 4, 5 and 7.i CC-4333.2 Splice System Qualification Requirements: -CC-4333.2.1 Ceneral Requirements: -See attachment No. 3.CC-4333.2.2 Material used for the performance tests is the same that vill be used at Seabrook Site. Also the overall dimensions will be the same as the test samples.See attachment Nos. 3 and 4.CC -4 333. 2. 3 Type and Number of Performance Tests See attachment No. 3.CC-4 333. 2. 4 Essential Variables.See attachment Nos. 3 and 4.

' (1) A change in splice sleeve material or grade: -

material or grade of sleeve will be same as tested for the use at Seabrook project.! (2) A reduction in the cross-sectional area of the splice l sleeve: -l The cross-sectional area of the sleeves will be the same .as those tested.j (3) A reduction in the bar engagement length: -l Minimum bar engagement length for each size bar is I specified by the Bar-Crip System manufacturer.- This iis based on a test program conducted for the qualification of-l this system.- However, construction procedures may use ,[ 'more conservative engagement length. ;i (4) An increase in reinforcing bar grade.Reinforcing bar -grade for. Seabrook project is ASTM A615 grade 60, same as tested by Bar-Grip System.

 .-1-16L_

\f iL 'For Swaged Solices: -I- (1) A change in Swaging pressure: -Swaging pressure shall be maintained at 10,000 pai

• 300 psi l

L as specified by Bar-Grip System.See Attachment Nos. 3, 5 and 6.f L(2) A change in die geometry: -The dies which will be used at Seabrook project will have the same geometry as those used in the test program. Dies for L Bar-Crip system are good for 30,000 plus splices as per Dayton Bar Splice Co.( See attachment Nos. 3, 5 and 6.(3) A change in stud material: -Not proposed to be used at present.(4) A change in outside or inside diameter: -(_ Inside or outside diameter of the sleeve will be the sarae as tested.(5) For heated splices. -- -in the heating oven: -Sleeves will be cold (atmospheric temp.) swaged.Hence this section does not apply.CC-4333.3(c) Requirements for Production Solicing Procedures: -See attachment Nos. 4, 5 and 6.Items (9) and (10) of this paragraph are not applicable to this system.CC-4333.4 Initial Qualification Tests: -See attachment Nos. 4, 5, 6 and 7.Cc-4333.5 continuing Splice Performance Test: -See attachment Nos. 4, 5, 6 and 7.Cc-4333.6 Recording of Tensile Test Results: -All records shall be maintained properly and as required by code.See attachment Nos. 4, 5, 6 and 7.

 ; CC-4333.7 Welding: -

l( Will comply when and if required.1-17

i ~{- -7 l'

CC-5320 Examination of Mechanical Splices

! CC-5323 Svaned Splices: -l See attachment Nos. 4, 5, 6 and 7.i-i i 9 1k 13 i4 ii i

 '1 .1- 18

l ATTAC11 MENT 2 CATALOG ON BAR-GRIP SYSTEMS FROM DAYTON BARSPLICE, INC.I e1-19 ;1 l

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l Bar-Grip ~ Systems-Rebt l l Get to know Bar-Grip Systems for money-because splicing the Bar- bar and hydraulically pushes the mechanical rebar coupling,and Grip way requiresless designing inrjet die toward the outer die in you'll say goodbye forever to and less installation time. less order to deform a segmen't of the messy, slow-setting mortars and access space, and-since bars do coupler onto the rebar. This proc-! complex, temperamentalignition not overlap-less steel, ess is repeated down the length I and hot-splicing methods. With like so many great inventions, of the coupler so that it'is com-mechanical couplers to fit all Bar-Grip Systems are surprisingly pletely pressed down and around diameters of ribbed reinforcing simple, providing maximum pro- the ribs and core of the bar.bars. Bar-Grip Systems provide ductivity with a minimum of fuss. No special preparation of the absolutely rigid joints for complete They consist of couplers which bar-ends is required, so ends can structural stability. What's more, are cold-pressed to ribbed rebars be shear cut or flame cut. Plus-when you use Bar-Grip Systems, by means of a portable hydraulic bars can be spliced in any you can save three ways. press and, in certain applications, direction and in any weather.Save space-because Bar-Grip by tuming a threaded stud into Even under water.Systems, unlike traditional pre-threaded couplers.methods, require no overlapping of bars. As a result.you can design ggU g 4

 ^

slimmerstructuralmembers be- 38 cause you need 20%Iess space to complete yoursplicing operations. Couplers ">Save steel-again because there- To join bars, a side-action press j no overlapping of the rebars to with a removable die is used. The :make the splices. Of ten that's a press fits around the coupler and J" j saving in steel of up to 10% of -

 . ,< ,5 each rebar. .

Save time-because our -D -4' mechanical cold splices are made s .more quickly than hot and mortar ,

 'a,-

[;splices. 't Naturally, then, you can save #, Ag 9 - .Y I

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O O phQ emg the faster, easier way

• Behave like continuous bars.

SN hT-@*@* e,acticai tests on concreie beams reinforced by continuous The results of tensile tests and compressioniestscarried ouiby 1 independentlaboratoriesin the Thread 0d- bars and by bars spiiced in, u.S.and abroad repearediy snow Bar Grip way show that the that reinforcement barsjoinedthe C0uplerS spiiced ears oerform eauivaieni Bar Griawarme ialisoecifica-Th2 pressing on of our supplied to the continuous bars at service, tionsofthe appropriate agencies.prs-thrsaded couplers can take N' aM Wmate loads. he aM again,Wesds em j place at the fabrication shop or

• Require less transverse that Bar Grip splices achieve both i

adgcent to the jobsite. The rebars reinforcement because the 125%of theyieldand 100%of the arn coupled by turning our pre. bursting forces produced by the ultimate specified minimum tensile thrcadad steel stud into the counter-action of lapped bars strength of the bar.threadsd couplers' has been eliminated by elimi. Our systems have been satis-factonly tested for normal and nation of the overlap itself. 'Consider theSe e"=' ~ 'a a 'ar a "' seismic conditions by vanous steelat the overlap sphce iocai. siaie. and nationai asencies gg g because there are no overlap splice 2 with Bar Grip couplings.throughout the world. including the Public Works Commission in il o Eny-to-install.The Bar-Grip New Zealand, the Department of I

 = Can cut on-site labor costs in Transport. United Kingdom; the System of mechanical rebar half because they can be applied solicmg requires very little Building Commission in Hong halfin the fabrication shop and Kong; the CSIR in South Africa:

speciahIed labor. Your own then supplied to the construction worksrs can be trained in less the TechnicalInstitute in Sao site for finalinstallation. Paolo. Brazil; and in accordance than an hour.with design codes used in

• Require no heat, powders, or m:rttrs. Applied cold to the r r StMS Australia.H Iand. France. Spain, the Middle East. and Central and bars. couplers are pressed int S"'"^"-

rigid. permanent spiaces. In effect.they form one continuous bar.SS HM test All Bar-Grip Systems meet the in the past few years, our systems have met or exceeded

• Can b3 applied in any weather following industry specifications: standards in tests by the conditions. There are no ACI-359-ASME Nuclear; ACI-349 University of Illinois. Lehigh powdsrs to ignite. no hot metals Nucl%ar Design Code: U.S. Army University. Pittsburgh Testing

, to protect from the rain. mist, or Corps of Engineers Typical Laboratories. New York City j dampness, and no pre heating Specification; ACI-318 Building Board of Appeals, the Corps of

of bars or splices. Code; Canadian Standards Associ. Engineers. various federal. state.

• R: quire no bar-end preparation, ation Nuclear Code. CSA N287.3. and local authorities. They are ;

i so ends can be shear-cut or " * *

• k flame-cut. No threading of rebar current handbook.

! or purchase of specially ribbed J Bar-Gnp Systems have been ibars is necessary. _.ym .used successfuHy by many l

• J in standardlengths of steelto contractors, including Massman 1

I provida extra long bars: loin d Construction. Tumer Construction.b George Hyman Construction.

cut-ofis to provide required I'

l lengths of steel. Can be done in f Bellows Construction. Southem ithe fabncating shop or on site. '

 ' States Steel. Texas Cold Finished l

Steel. F. M. Russell Construction.Haywood Construction. and! J. A Jones Constructgan.1-23 J

Bar-Grip ~ Systems Couplers-s i

Positioning Barsin Coupler N4 , .J Bar-Gr"p* i < >N s irinso.cnonuams

Couplers For mechanically joining high q '

s i ] N j yield ribbed reinforcing bars, sizes -.I! S through 18, without overlapping s j or special end preparation,you r- N j want Bar-Grip Couplers- . / -A i seamless steel sleeves applied g l g ,over rebars on-site with a hand p,,,,,meagm . = !j controlled hydraulic press-or of couaieri

 'A j " half-spliced"in the fabricating s i shop. Once complete, this Bar- , -

Grip splice achieves the specified N Ch8 Q""j{ ,3 ultimate tenstle strength as well s' i as the yield strength of the bars themselves, as required by various design codes in the A=b2 *

! s g ,7,,,,,c,,,, u,,,,

i United States, as well as sar. Grip

• Coupser 4

{ throughout the world.j Bar-Grip Couplers eliminate the

 , Minimum Setting Out Dimensions (accompanying tables for Bar-Grip Couplers) app ons b s sabs.

j columns, and retaining walls. As a t H = height for bar above concrete j result, they cut down significantly }j[ S - centersof bars{on the time required for design , ,I ] "yj,U ,T - center of rows of bars I detailing. Special octagonat dies U ,Xi -j T

 @ h mW Me X

4 increase pressing speed by ( , l,1 }

• I allowing single line pressing. % s M' .; U distance of row from structure 4 Better-swaging steel formulations t 4 .H Note: These measurements assume!

 ! the outer die is removed clear of j improve strength and rigidity. The l result: easy-to-install, reliable I ' -

the coupler. Rear Dars are splices at very reasonable cost. S T completely spliced first.j Single Row Double Row} ,u Weights and Access Measurements for Bar-Grip

• Couplers q

{ Coupler Lengelis Retar 8ar. Grip Press 18emmalAverage Coupler Minimum Settleg Out Dimensions iSite TeBe used initial Final WeigM H S T X U in (mm) m;(mmt Ib (kg) in (mm) in (mmi in. (mmi in (mm) m. t mnt)_5 , Side Press 8G750 _. 3%(80) 3% (861 046(02I) 4% (120) 2% (70) 49(115: 64f165 rs'. i tMi

 ,6_ sede PresgG750_ 3%,(95), 4(1,02), , 0 85(0.39) 5(125) 3 (75) 44(120) 7(180t, 6% t t60) 7 Side Press BG750 4?..(t10) 4% (117) 1.24(0 56) , 35t135) 3 t15) Si125: 8(200) 6%i165: '

I ~8 ' SideTres~s BGN0" 5'ti27) ' " 5% (1366 1 Si(0 82) 6150) 3% (80) 5% (130) 8% (220) 691165)_8 S'de Press 8G1140 Sjt27) ,. 5%(136), 1.81(0 82) 6: (165) 4':. (105) 6 (1551 9 9 (240) 8', (215) 9, Sece Press BG1140 , SW (140) 6 {,152) 2.43(1.10) 7 (175) 4% (105) 6% (1601 10'y (260) 59(215)

10 Side Press BG1140 6'..t160) . 6% (1721 3 48 (I 58) 7 9 (190) 4W (110 6' r (165

11(275: 84 (220) i 11 Sede Press BG1140 6 4 (175) 7% t t88) 4 4212 01) 8% (2051 4% 1120) 6%(1701

 ~

12(3006 84<?201 !! 14 ' Side Press BG1140 8" .. (220) 9% (239) 833378) 9'.(230)' 4% (120) 7(1751 14(3551 912251' 18 Side Press BG1157 11% (298) 12% (324) 19.6G (8.89) 12(3001 54(135) 9 (225) , 18% (465) 11 (280)! l f 4 1-24

i l o pg, economical, easy-to amstall.I all of the hydraulic pressing can be l r-Gry. , doee aaead ofiime ar the ; .fabricating shop or on the job site. 'Dre ed =*av ' rom '"* $'ructu'*-The Bar-Grip Threaded Coupler

 ~ "5'" * $'***** **c" P erS threaded at one end and con- .

Tha Bar-Grip Threaded Coupler nected by a steel stud. The joining j miy be just what you need for of the bars is a two-stage process. ,gs .%.special situations. like those First. the unthreaded section -calling for the elimination of of each coupler is cold-pressed starter bars-slip-forming. onto ..'te rebar (in the plant or 'diaphragm walls, access openings on-site), using either a Bar-Grip ..and potential or planned additions. Bench Press or a hand-held Bar-Like the Bar-Gnp Coupler. it Grip Press. Second, the two climinates the need for special spliced segments are joined with thrcaded bars or threading the threaded steel stud, by turning squipment. Plus. it eliminates any either the stud or the bar.whichever on-site access problems because is more appropriate to the situation.Bar Gnp 7hreaded Coupler Right/Right Thread Type E Right/l. eft Thread Type F f__ . .:,;. yg .m O 2._Wy . I t

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 .,5%, J%, & *l* .. *lF l' .T, ./ '."., . 3..isii 3% m, is m 5i 7,.ao0i r .oo i. >e.23, , 3 .i9i, 3'e m . 2 .a58 8% a m i .i3n', . a3i e, d ' . i t :3i 4 -f ' . i 20) 2 452 5 9% t245: Its p6 2n t ..ah 6 4 . 41131 4- .tt20i 2h tT0s 10'n260, "2062. t .1276 4'e s t251 5'est10) 2%(6tl 10% t263 1% i41 2) It. tat 7 4,e t t2Si 5'et130) 3'ei801 11't 232) t's t412; l'.43tl 1 6 5'r 140) 5b (148) 2"u (69) It% t29Si 1**y 46 7) 1%I35 8 5% (140) 54 t I46 3'. 49ti 129(3171 t . 446 7) 1%t35:

9 65 41551 6% t162) 2% (73) 12's 3271 2 tSI 6s l'. 1371 9 6'..(1551 6% i162: 3% 951 13% t350 2 t516 I*. 43h

 'O 7 . 1180) 79 f t90) 3*u tB3 51 15's t3346? ..tS8 5t I". 442 10 7'..(1801 7'ai t 90: 4% I112) 16'da t2) 2'..t54 5n l.d42 1 14:188 ?'e (109 3'* n t91) IS A 18011 29(64 di 1 ". 146) tI 7% tt88) 7'ae1991 4' ult 23) 17's(4331 2's t64 41 14 d461 14 9'..i2361 94 248) 4" u tt ton 19% iS00) 3's t ?8 2) 2' .e 455) 14 9'.a236 9% i2481 5%It46i 2tSt536 3's i78 2i 2'u t$5i 18 t2 .t310i 124 (3241 E *n t145) 2Sh i651 4'.4 t02 61 2"u s?21 18 12 * .t3tol 12N t3246 79 190??'r16986 4's (102 6e 2' ..iT2, Weights and Access Measurements for Bar-Grip' Threaded Couplers Total Minimum setting Out Dimensions To se Installed Weight Used wnen Fitted to Steel Already Placed Retar Sar-Grip Press Single Appron. (Twe Caseters)

Size Te se Usee Ceepler WI. Stad Wt. and Sted H $ T X U iD (kg i 10. Og I, Ib thg i us immt .n (mmt m immt m immt m imm) b Side Pres- BG750 , 066(031 0 26 (0 121 15810 72) 5%t145) 25t70n 44(1201 6's(170) 6',. ,i t60i e S.de Press 8G750 1 14(0 521 044(021 272e124 64 1656 3 (75i 41.i120) 8 i200i 6's(1601 Side Press SG'50 , t 66 (0 75) 0 70 (0.32 4 021182) 7'.I180) 3 175) 5 t125) 8' (2151 64(165:e Side Press,8G750 ,2 34jt 06) 103,t0 471 5 71(2.59) 7'r(190) 3'.. (80: 5'. (130) 9'.1230) 64t165) 7 r S4e Press BG1140 234(106) 103(047) 571(259) 8's (215) 4% (1051 6 (155) to (2551 d's t2tSi 9 Side Press 8G1140 .334(152) 123 f 0 561, 7 9113,6) 9% a351 4tr11101 6'.I1601 10 4 i275: 6')(2151 j to $4e Press BG1140 4 97(2 251 183 to 83) , 11 77 (5 331 to (2551 4%(110) 6's (16 9 114 i3001 8%(220) 11 S. rte Press BG1140 6 24 (2.83 2 82 il 28) 15 30(6 94t 10%(2751 J%i1201. 64a170) 12' 13156 54 C20) 14 See Press BGil40 tt 92 (5 411 4 to il 9) 28 02 (12 721 10'st305) 44 it20) 64 (180s 170 14'r (365: 9:.(241 13 Bencn Press BP3800 26 01(11 81 9 56 (4 '331 61 58 (27 93: Avaiianie for Apolication Usiriq Sar Grip 8 enc'n' Press 1-25

l Bar-Grip Systems Presses spee, lAll Bar-Grip Presses are compact.easy-to-operate, and designed to g

• q speed up the jointing process. This press is used in attach all bar-Grip splices.

whether they're used on-site or in Compact. easy- to-operate. .uul last, it c;ui apply a the fabricating plant. coupler or threaded coupler in approximately ^Dayton Barsplice can supply all 3 minutes.necessary hydraulic pumps and The Bar-Grip Side Press swages the coupler to the auxiliary equipment, including end of the reinforcing bar by means of a series of spring load balancers to provide side-action " bites." Application speed increases as fingertip control of the positionino bar diameters decrease. because smaller diameters of the press over the sleeves and require shorter sleeves. hence fewer squeezes.around the bars. Naturally, then, the smaller bar sizes require the These balancers can be smaller, lighter hydraulic press. The Bar-Grip Side suspended from the robar to be Press requires a load balancer or block-and-tackle.spliced or from suitable scaf fold equipment which may bein use for other functions on the jobsite.y

• g

 ,immi ^ e.ogi

m. tmmi

 ~

m. imms Either electric or gasoline s.7.6.5 covoter and BG75d 115t521 ' 24(600)' s(2651 hydraulic power sources are (25-16) Threaded coupler available-220 volt single phase H .3 f.10.9.8 Courder .wl BG1140 207(94) 29(735) 9(222) or 220-440 voit three phase-nr W S) inreademumin

 ""'" ##*# " " ' ' #d "I M regular gasoline, whichever m txtst ,$f, suited to site ennrtitionn Bar-Grip

• Side Press A

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s- . * .(** *f . '$3 tgCo$ . .. j, lBrM NI-

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j l6 1-26 i

[p pre-fab,on-site swaging i l)Bar-Grip' Bench Press c : -l G nstally, the Bar-Grip Bench Press is used in the labrication shop to swage on threaded couplers and

to half-splice Bar-Grip Couplers so that bars are -

i ready for final coupling when they reach the job-site. f .j The Bar Grip Bench Press can also be used 6 on-site-where fabricating shop conditions can be .j provided-to speed up the jointing process. Either l way. this press helps you install steel more quickly

and to pour concrete sooner.

e(Nie si. m (N.i f N ea Couoter i 47 i tJ i 42 0)

 "'"' are *a . " " iin in, i&> in.

(rictudes pump m base of press)Bar-Gdp* Bench Press ,

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1 LWe're Dayton Barsplice, Inc. I

 -ready to put generations i of concrete construction i experience to workfor you ;

We have the best of two worlds.As a new company founded in 1979, we have the forward-looking exuberance of youth. At the same .time, however, we enjoy the l know how that comes from the j generations of experience shared , I by the companies who pooled }their resources and expertise to

• form us-The Dayton Sure-Grip !

and Shore Company of Dayton, Ohio. U.S A., and CCL Systems Ltd. of London and Leeds. England.Dayton Sure-Gnp has been making accessories and chemicals 9 for concrete construction for 'over 57 years. CCL Systems has been making engineered systems i for prestressing and placing 2.~- 2 -concrete for 47 years. h-c 4k Ne. ' k. - j,

 .c] 4' We've got everything you'll need to put Bar-Gnp Systems to DAYTON , l ' '.

work on your next contract-the ,engineenng and technical staff to !help and advise during the design ,i i stage, and the couplers, presses. _g j and auxiliary equipment for gsr l installation. E ,Best of all, with Bar-Gnp g !Systems you get everything you y**need for one low price. There aro no hidden costs of any kind. For 'further information or a quote on ycur next job, call our Engineering ;Sales Department, collect,at h 1-513-859-1263 Telex: 288 249 l g ' DAYTON BARSPLICE,INC.

 . Engineered systems for concrete reinforcing steel P.O. Box 366 Miamisburg, Ohio 45342 (513) 859-1263 1-28

ATTACHMENT 3 .WJE REPORT ON PERFORMANCE TESTING .OF #5 THROUGH #18 BAR-CRIP SLEEVES, DATED MAY 7. 1982 9m l1-29

REPORT ON_ PERFORMANCE TESTING OF Wi No. 5 THRoucH NO, 18 BAR-CRIP SLEEVES 35.FOR Ja n DAYTON BARSPLICE, INC.y.WJE NO. 820300Q El May 7, 1982 tn er aa dA 55 0C 4' i at c5.I nL lo aWISS, JANNEY, ELSTNER AND ASSOCIATES, INC.330-Pfingsten Road Northbrook, Illinois 60062 (312) 272-7400 1-30

[.REPORT ON PERFORMANCE TESTING OF NO. 5 THROUCH NO. 18 BAR-CRIP SLEEVES

5. DAYTON BARSPLICE, INC.

J a WJE No. 8203000 nn eY. Hay 7, 1982 EI 3INTRODUCTION tn af Performance tests of tensile splices on No. 5 through No. 18 an reinforcing bar have been conducted for Dayton Barsplice, Inc. by Wiss, dA Janney, Eisener and Associates, Inc. (WJE) to evaluate them for{- $lC conformance with various code body requirements.[ { The tests have been performed on the Bar-Crip Sleeve, which is a t{ mechanical method of splicing two reinforcing bars using a pressing nI operation. A steel sleeve which has an inner diameter larger than the c.reinforcing bar diameter is used. Typically, in normal use one reinforcing bar is inserted halfway into the sleeve. Using a two piece die set, the sleeve is hydraulically pressed onto the bar with a series of overlapping pressings. The second reinforcing bar'is then inserted into the sleeve. The sleeve is pressed onto - the second bar, thereby splicing the two bars.s For this series of tests the bars were spliced under adverse condi-tions. The bar ends were inmeersed in water prior to being inserted into .the sleeve. Bars 5 through 14 were deliberately misinserted by one-half bar diameter each. No. 18 bars were misinserted 1 in. each. Pressing.g_3g s

 . _.- ., .. . , . , . . . , . . . .; i. s - . ,_. . . . g- ..,..,7 m _, ;;.:

4 ,e 1l Jwas done at a hydraulic pressure of 9700 psi, which is at the lowest end 1of the pressure range described in the Dayton Barsplice operating manual. A splicing report has been given to WJE by Dayton Barsplice and is included in Appendix 1 of this report. .J The testing has been conducted under the Quality Assurance Program 1 f developed by WJE for this project as described in , operating procedure s.y OP-19, included as Appendix 2 to' this report. j an DESCRIPTION OF TESTS AND SPECIMENS y.E l The performance testing consisted of six static tests and three 5

 )

[e cyclic tests on each splice size, and three static tests on unspliced rcontrol bars. The static testing, which consists of a tensile test on a an spliced specimen or unspliced control bar, has been conducted in dA accordance with ASTM A 370, ASME SA 370 and the applicable portions of sa ASTM E 8. A load-strain plot, ultimate load, and persanent elongation tj at failure have been obtained.t( Cyclic testing consisted of applying 100 cycles of load, each cycle i varying from 5 percent to 90 percent to 5 percent of specified I n

c. I reinforcing bar yield. Following the 100 cycles, each specimen was loaded to failure.

ASTM A 615 Grade 60 reinforcing bars have been used in the testing program. No. 5 through No. 18 bars were tested. These bars have a lminimum specified yield strength of 60 ksi and a minimum specified tensile strength of 90 ksi. The reinforcing bars were supplied to Dayton l Barsplice, Inc. by four steel mills:Armco Steel Coh .Bethlehem Steel Corp.North Star Steel Co.Marathon Steel Co.

 -2_ 1-32

i ine bar manufacturers and deformation patterns used for each splice

; size are:

l i Splice Size Bar Manufacturer Deformation Pattern

! Y Nos. 5, 6, Armco Crescent j 3 7, 9, 10, 11 Bethlehem Diagonal

s. North Star slant J

I a No. 8 Araco Cross Hatch

! D Lath 1chen Diagonal j e North Star Slant y.

i E No. 14 Armco Cross Hatch jl Bethlehem Diagonal i 5 Marathon t Horizontal ye No. 18 Armco Cross Batch i f iBethlehem Diagonal a Marathon Slant l n -d iAn example of each deformation pattern is shown in Fig. 1.! A 1j s s ne bars were spliced by Dayton Barsplice, Inc. at their plant in 1 0

; C 1

Mianisburg, Ohio. Se splicing was witnessed by representatives of 1,a! ! United Engineers and Constructors. De spliced bars, along with the e -l unspliced control bars, were shipped to t5 WJE laboratory for testing.j i

E Two spliced specimens and one control bar for each of the above t

j deformations and bar sizes was subjected to a static test. One spliced 4specimen of each deformation pattern and bar size was cyclically tested.i{ Test Requirements

; De testing has been conducted to ddtermine if the splices meet the, mechanical connection requirements of American Society of Mechanical i

j Engineer's " Code for Concrete Reactor Vessels and Containments" (ASME Section III, Division 2) and American Concrete Institute's " Building Code Requirements for Reinforced Concrete" (ACI 318-77).i 1 1 1-33

The requirements of these specifications are summarized below:ASME Section III, Division 2 -

 "CC-4333.2.3 Type and Number of Performance Tasts "(a) Static Tensile Tests

• W i "Six splice specimens for each reinforcing bar size, and splice s

3-type to be used in construction shall be tensile tested to failure 4f using the loading race set forth in SA-370. For svaged splices,

 $ three different deformation patterns shall be used for each bar f, size tested...

E Is "A tensile test on an unspliced specimen from the same bar used tn for the spliced specimens shall be performed to establish actual

! censile strength."

a 4' n d "The average tensile strength of the splices shall not be less As chan 90 percent of the average actual tensile strength of the rein-5 0 forcing bar being tested, nor less than 100 percent of the specified CI minimum tensile strength. The tensile strength of an individual asplice system shall not be less than 125 percent of the specified[ minimum yield strength of the spliced bar. Each individual test J report on both the spliced and unspliced specimens' shall include at E least the follo' wing information:(1) tensile strength; (2) total elongation; (3) load-extension curve to a minimum of 2 percent strain.

 "The gage length of each pair of spliced and unspliced speci- ~

mens shall be the same, and equal to the length of the splice sleeve, plus not less than one bar diameter nor more than three bar diameters at each end...l "(b) Cyclic Tensile Tests 1-34

 "Three specimens of the bar-to-bar splice for each reinforcing har size (and grade for taper threaded splices and threaded splices pr in thread deformed reinforcing bar) and splice type to be used in construction shall be subjected to a low cycle tensile test. Each specimen shall withstand 100 cycles of stress variation from 5 per-j eent to 90 percent of the specified minimum yield strength of the

[ reinforcing bar. One cycle is defined as an increase from the lower 1

 .] load to the higher load and, return."

a nn eY.ACI 318 ) E.)[ "12.15.3.4 - A full mechanical connec' tion shall develop in tension[ or compression, as required, at least 125 percent of specified j yield strength f, of the bar."a ng TEST FROCEDURE Al fl Static Testing ei -a I The tensile performance tests were conducted in accordance with the[ recommendations of ASTM A 370-77, ASME SA 370, ASTM E 8-77a, and ASME[c. Section III, Division 2, Paragraph CC-4333.2. Nos. 5 through No. 14 specimens were tested on a Riehle 500,000 lb hydraulic universal testing machine using stress rate control. The No.18 specimens were tasted on an MTS universal testing machine using strain rate control.Prior to loading the specimens, punch marks were placed on the specimens.Four punch marks were placed on the spliced specimens. Two marks on opposite sides of the bar were placed at either end of the l coupler. The distance between these marks varied from 6 inches for the No.5 sleeves to 24 inches for the No. 18 sleeves, and was measured l using dividers and a machinist's scale. The unspliced bar was marked 1-35

I) with a series of punch marks spaced at the sage length of the spliced bar divided by 3 on opposite sides along the langth of the bar. This 54 lestablished a series of overlapping gage lengths with the middle third of )4 each gage length clearly defined.! W f l The specimen was placed in the testing machine, and an extenso-! s.a J meter, as shown in Fig. 2, was attached to the specimen. The extenso-1 aj- n meter consists of two DC-LVDT's mounted in a spring-loaded extendable ni e j y, frame, as detailed in Fig. 3.i{fs This extensometer can be installed and removed while a specimen is i t i H in the grips of the machine. The knife edges which grip the specimen are

e r

clamped on by a spring force so that reduction of specimen area during 1 a j n testing will not cause slippage. The springs react against pins inserted

d j g in various holes in the alignment guides, depending on specimen diam-l s j j eter. The DC-LVDT's are insta11d on opposite sides of the specimen to a

C} i average out the effects of curvature.4 a 1t je s,The extensometer gage length was established in accordance with l l ASME requirements for mechanical splice testing. The extensometer was j n .j calibrated in accordance with WJE Procedures Manual OP-19. The

 ]

i universal test machine produces an electrical signal indicating the applied load. While loading the specimens, an autographic load-strain curve was obtained by driving an X-Y plotter with the ele'trical output jof the extensometer and test machine signals.discrete data points were obtained by monitoring the extensemeter iwith a digital voltmeter and reading the load of the testing machine. At Ja 2 percent strain, the extensometer was removed and the specimen was loaded to failure. The load-strain curves and the discrete data points are given in the test results section of.chis report.1-36 1

 . .;_,..- . , . , . _ . . . . , , . . . . - . . 'm.,_. , _ . . . , . - . . .

The ultimate load of the specimens was observed with the trailing needle of the test machine dial for the Reihte machine and with l*/electronic memory circuitry on the HTS machine. The total elongation at .failure was measured using a machinist's scale for the spliced specimen; s across the coupler. The total elongation at failure for the unspliced s.y specimens was determined using the same gage length as the spliced ag specimen with the failure surface included in the middle third of the eY. gage length. Elongation measurements were made on both sides of the E[ specimen, and the results were averaged to exclude the effects of s[e curvature.r a cyclic Testing ad A The cyclic tests were conducted by applying alternating load to a s$ spliced specimen from one of each deformation pattern. The tensile load{ vas varied from 5 percent to 90 percent to 5 percent of specified yield t2 (60 ksi). One hundred cycles of this load were applied. Both during the In cycling and af ter, the specimens were observed for slippage or other t,distress in the coupler. After completion of the cycling, the specimens were loaded to failure. The maximum tensile load obtained in the cycled specimens is presented in the test results section of this report.i TEST RESULTS Static Test Results of the static tensile tests are presented in Tables 1 through 9. Each specimen is code numbered to provide information about 1_37

the splice type, har size, and bar manufacturer. De first numeral represents the size of the bar being spliced or the size of the bar in the case of the unspliced specimens. Letters following the lesding numerals represent the splice type or control specimen. BS represents l Bar-Crip Sleeve; BSN represents a 14 in. long sleeve designed

5. ,

y specifically for nuclear applications; U represents unspliced. The an nmiddle numeral is one of the arbitrary sequential numbers given to the Ey, test specimens. The next pair of letters indicates the type of test and Eg bar manufacturer. De first letter, S or C, indicates static or cyclic sj testing, respectively. The second letter represents the steel mill er which manufactured the reinforcing bar used in the specimen. The letters an are translated as follows:d As sA - Armco Steel Corp.0 t 5 - Bethlehem Steel Corp.I aE - North Star Steel Co.t s.F - Marathon Steel Co. ]J In .The identification is completed with the letter A, indicating that the splice has been made under adverse conditions. 'For example, Specimen No. 8BS-1-SB-A is a Bar-Grip Sleeve splicing two No. 8 reinforcing bars. The bar was statically tested and was manufactured by Bethlehem Steel Corp. Splicing was done under adverse conditions.The ultimate load listed in Tables 1 through 9 is the highest load 5 which the specimen withstood prior to failure. The mode of failure for the spliced specimens is described as pull out, bar break or coupler

 )

break.j 1_38 1

i tFailures described as " Pull Out" occurred when one of the two rein-l 1forcing bars was drawn out of the sleeve. An example of this is shown in iFig. 4. "Bar Break" indicates that the specimen failed Sh fracturing of

• the reinforcing bar outside of the coupler, as shown in Fig. 5.^

 \V f Specimens that failed by coupler break failed in the steel sleeve. This s.'

y occurred in 9 specimens. In all cases, the fracture surface indicate a i a( n ductile fracturae A typical example of a coupler . break is shown in Fig.n 1e 2 y. 6.E

g Load-strain curves are given in Figs. 7 through 33. Certain of the I $

[e load-strain curves for the spliced specimens do not extend out to 2 per-j r cent strain in the coupler because the extensometer was removed prior to? a

n reaching 2 percent strain.

I d Th* ****"*'"eter was removed at a load equivalent to 90 ksi in the l A sj reinforcing bar. This was done to avoid possible damage to the extenso-I C1 meter.a tl e j 5-l [ Cvelic Test i n! C l Each of the spliced specimens listed in Table 10 was given 100 1l cycles of censile load, each varying from 5 percent of yield to i90 percent to 5 percent of specified yield. None of the specimens

exhibited any slippage, cracking, oc other distress'as a result of the cyclic loading. The ultimate load developed by the splice after j application of the 100 cycles is shown in Table 10. The ultimate load developed in the splice af ter cycling is comparable to the corresponding l maximum load in the static tests.

i 1-39

 , - +n..-,, , - ,.

DISCUSSION The test results are discussed in two sections. Each one of these sections corresponds to the splice requirements of ASME Section III, V Division 2 and ACI 318-77.t ASME Section III, Division 2

 ,1 a ]

n

 ! The svaged splice requirements of ASME Section III, Division 2 are l- that:

1 5 1.I The tensile strength of each individual splice specimen shall ne r not be less than 125 percent cf the specified minimum yield a strength of the bar.n done hundred and twenty-five percent of 60,000 poi times the As 5 nominal reinforcing bar area is given in the table below:n[i

 ,, Bar Size A,(in. )

f 1.25 xfy x A,(kip) e

• No. 5 0.31 i 23

[ No. 6 'O.44 33 No. 7 0.60 45 No. 8 0.79 59 No. 9 1.00 75 No. 10 1.27 95 I No. 11 1.56 117 No. 14 2.25 169 No. 18 4.00 300 iEach of the splices tested had a tensile strength in excess of the strength listed in the table above'.1-40

i

2. The average tensile strength of the splices shall not be less than 90 percent of the average actual tensile strength of the

 .i ' . .. .

unspliced reinforcing bars nor less than 100 percent of the specified minimum tensile strength of the bar. Ninety percent ;f of the average tensile strength of the- control bars. tested, and Ly 100 percent' of the specified minimum censile strength are Ja nn listed in the table below:e j Y=E 90% of Average Specified 1Average Tensile 5 Bar Strength of Spliced Tensile Strength of Tensile Strength of Size Specimens (kip) Control Bars (kip) Control Bars (kip){ k EI No. 5 33.0 29.3 27.9 ai n No. 6 48.2 44.1 39.6 d- No. 7 64.5 59.2 54.0 At 3! No. 8 82.4 74.1 71.1 4 e No. 9 105.7 95.9 90.0 f f i t i e No. 10 131.7 122.9 114.3

s.

I I No. 11 160.8 150.0 140.4 1a tNo. 14 226.8 212.0 202.5 No. 18 419.5 382.4 360.0 lAs shown in the table above, the average tensile strength of the No. 5 through No. 18 splices-tested exceeds both the specified 2tensile strength and 90 percent of the average actual tensile strength.J 1-41

ACI 318 Building Code Requirements for Reinforced Concrete The mechanical splice requirement of ACI 318-77 for tensile splices is that the splice develop at least 125 percent of specified yield

 ' ]

i,V 1strength of the bar. One hundred and twenty-five percent times )[ 60,000 psi times the nominal reinforcing bar area is given in the tab".e fD below: ,H Bar Size A, .* in . 2) 1.25 xf x A,(kip)Y.l fs No. 5 0.31 23 f f No. 6 0.44 33 ne r No. 7 0.60 45

 $ No. 8 0.75 59 d

g No. 9 1.00 75 ss 0No. 10 1.27 95 ei No. 11 1.56 117 a.i No. 14 2.25 169 ,s.J[ No. 18 4.00 300 n .C Each of the splicas tested had an ultimate strength in excess of the

 ]

strengths listed above.I rr 1-42 ;l I

s f

SUMMARY

AND CONCLUSIONS Nos. 5 through 18 Bar-Crip Sleeves that were splicird under adverse -conditions, were tested to determine conformance with the requirements' f 5of ASME Section III, Division 2 and ACI 318-77.

5. All of the splices met these requirements.

r J aL

 $ Respectfully submitted, e

Y' WISS, JANNEY, ELSTNER AND ASSOCIATES, INC.{j k94 9. -M%Philip J. LeClaire t Project Engineer jd ack P. Stecich A Project Manager( 5 50( t Reviewed by R (4.AQ.,Rober: J.M rause, Consultant[ ASME Level III Concrete Inspector Ii Re.ie.ed h, /2 ka / 0 W J /,-;[ Richard C. Lindstr6m ,QA Manager[[C 1-43 i

/

 - - - - _ _ - - - _ _ _ _ . _ _ _ _ _ _ _ . _. __. _ - _ - . _ _ - . - ~ , - . -_.

1 iTABLE NO. 1 - STATIC TEST RESULTS NO. 5 BAR - BAR-CRIP SLEEVE De formation Maximum Total Specimen Mode of Strain at

 - pattern Load (kips) failure Strain at elongation .5 x f .9 x f Y Y at failure SBS-1-SB-A Diagonal 34.0 Bar Break 5BS-2-SB-A Diagonal 0.000977 0.00187 0.043*

33.9 . Bar Break 0.000731' 0.00156 0.046*

 -SBS-4-SE-A Slant 32.9 SBS-5-SE-A Bar Break D.00116 Slant 32.8 Bar Break 0.00273 0.056*

0.000989 0.00228 0.067*5BS-7-SA-A- Crescent 31.9 SBS-8-SA-A Bar Break 0.00129 0.00332 Y Crescent 32.7 Bar Break 0.073*0.00129 0.00270 0.050*

 $ SU-17-SB Diagonal 32.8 Bar Break $U-IS-SA ' Crescent 0.00139 0.00238 0.139 32.0 Bar Break 5U-19-SE Slant 32.7 0.00135 0.00236 0.127+

i Bar Break 0.00122 0.00215 0.146 e4 Total elongation across the coupler does not contain the fracture surface.Fracture surface is not contained within the mIJdle third of the gage length t

 ~e,, ,.

r e ,, w,- , ,- ,--e, e --,,-v

 , , - , . , , , -' _._ k,

TABLE NO. 2 - STATIC TEST RESULTS NO. 6 BAR - BAR-CRIP SLEEVE Total Deformation Maximum Mode of Strain at Strain at elongation Specimen pattern Load (kips) failure .5 x f .9 x f at failure Y Y 6 BS-1-SB-A Diagonal 48.8 Bar Break 0.000716 0.00151 0.041*6 BS-2-SB-A Diagonal 49.5 Pull Out 0.00102 0.00168 -6 BS-4-SE-A Slant 47.7 Bar Break O.000863 0.00176 0.050*6 BS-5-SE-A Slant 47.4 Bar Break 0.000975 0.00196 0.053*I 6 BS-7-SA-A Crescent 49.8 Bar Break 0.000710 0.00153 0.056*O 6 BS-8-SA-A Crescent 46.0 Bar Break 0.000769 0.00164 -6 U-17-SB Diagonal 49.9 Bar Break 0.000981 0.00186 0.142 6 U-18-SA Crescent 49.5 Bar Break 0.000958 0.00165 0.141 6 0-19-SE Slant 47.5 Bar Break 0.001070 0.00184 0.158 Total elongation across the coupler does not contain the fracture surface._ _ + _+_ _ . _ . _ _ _ _ _ _ _ - . . _ _ _ _ _ . - . _ _ . _ _ _ . _ _ _

TABI.E No. 3 - STATIC TEST r.dSULTS NO. 7 BAR - BAR-CRIP St.EEVE De formation Total Maximum Hode of Strain at Strain at elongation Specimen pattern 1.oad (kips) failure .5 x f .9 x f at failure Y Y 7BS-1-SB-A Diagonal 65.9 Bar Break 0.000556 7BS-2-SB-A 0.00155 0.041*Diagonal 66.4 Bar Break O.00104. 0.00192 0.037*7BS-4-SE-A Slant 66.1 Pull Out 0.00108 7BS-5-SE-A 0.00240 -Slant 63.8 Pull out 0.000831 0.00209 -Y. 7BS-7-SA-A Creseent 61.0 Pull Out 0.00137

 $ 7BS-8-SA-A 0.00330 -

Crescent 63.8 Bar Break 0.00129 0.00302 , 0.053*

 ?U-17-SB Diagonal 66.2 Bar Break O.00105 0.00205 70-18-SA Crescent 63.4 0.143 Bar Break 0.00114 0.00205 0.158 ?U-19-SE Slant 67.8 Bar Break O.00117 0.00197 0 .139 a

Total elongation across the coupler does not contain the fracture surface.Exceeds strain in control har by more than 50 percent i

 .. _ _ _ _ ._ _ _ _ _ _ . _ _ . . , _ . . . ~ . . _ . . . . _ -_.____m_____.___._ _ _ _ . _ . _ _ . _ _ . _ . . _ _ _ _ _ _ . . . . _ . . . . _

TABLE NO. 4 - STATIC TEST RESULTS NO. 8 BAR - BAR-CRIP SLEEVE Total De formation Haximum Hode of Strain at Strain at elongation Specimien . pattern Load (kips) failure .5 x f .9 x f at failure y1 Y8BS-1-SB-A Diagonal 83.7 Bar Break 0.000904 8BS-2-SB-A 0.00170 0.043*Diagonal' 84.0 Bar Break 0.000663 0.00141 0.038*

• 8 BS-4 -SE- A Slant 79.6 Bar Break 0.000902 0.00236 0.045*

 . 8BS-5-SE-A Slant 81.0 Bar Break 0.000816 0.00214 'i' 0.047*

C. 8 BS- 7-SA- A Cross-liatch 82.6 0.000916 Pull Out 0.00202 -8BS-8-SA-A Cross-Natch 83.5 Bar Break 0.000769 0.00170 0.05I)*8U-17-SB . Diagonal 83.5 Bar Break 0.00110 0.00201 0.126 8U-18-SA Cross-llatch 83.7 Bar Break 0.00106 0.00194 0.149 i

 - 8U-19-SE Slant 79.9 Bar Break 0.00110 0.00203 0.160 s

a Total elongation across the coupler does not contain the fracture surface.1

TABLE No. 5 - STATIC TEST RESULTS NO. 9 BAR - BAR-CRIP SI.EEVE-Total Deformation Maximum Hode of Strain at Strain at elongation

 ' Specimen pattern Load (kips) failure .5 x f .9 x f at failure Y Y 9BS-1-SB-A Diagonal 106.0 Bar Break 0.000757 9BS-2-SB-A

• 0.00158 0.0 39
• Diagonal 108.0 Bar Break 0.000999 0.00189 0.047*

9 BS-4-SE- A Slant 104.0 Pull Out 0.000912 0.00214 -9 BS-5-SE-A Stant 104.5 Pull Out 0.00102 0.00229 -I 9 BS- 7-SA-A Ctescent 105.5 Pull Out 0.000991 0.00214 b 9 BS- 8-SA- A Crescent 106.0 Pull out 0.00127 0.00305 1 9 U-17-SB Diagonal 109.3 Bar Break 0.00102 0.00191 0.133 90-18-SA' Crescent 106.5 Bar Break 0.00107 0.00196 0.158 9U-19-SE Slant 103.8 Bar Break 0.00108 0.00199 0.126 g Total ' elongation across the coupler does not contain the fracture surface.Exceeds strain in' control har by more tisan 50 percent.- -- - - - - w A w w W.,

_ _ _ . . _ _ _ . _ . . _ _ . . _________ _~__TABLE!!0. 6 - STATIC TEST RESULTS 110.1'0 BAR - BAR-CRIP SLEEVE Total De forma tion Maximum Hode of Spccimen Strain at Strain at elongation pattern Load (kips) failure .5 x f .9 x f at failure Y Y 10 B S--l-S B- A Diagonal 135.5 Bar Break 0.000950 0.00197 1 0.026*10BS-2-SB-A Diagonal 110.0 Pull Out 0.00124 0.00298 -10BS-4-SE-A Slant 134.3 Bar Break 0.00100 0.00208 10 BS-5-SE- A Slant 0.035*138.5 Coupler Break 0.000927 0.00211 0.101

 $. 10BS-7-SA-A- Crescent 136.3 Bar Break 0.000935 0.00187 '10BS-8-SA-A 0.053*

Crescent 135.5 Dar Break 0.000935 0.00187 0.048*10U-17-SB Diagonal 133.5 Bar Break 0.00101 0.00190 0.116 100-18-SA Crescent 135.8 Bar Break 0.000932 0.00185 0.157 100-19-SE Slant 140.3 Bar Break 0.00110 0.00197 0.138 IA

 'I Total elongation across the coupler does not contain the fracture surface.

Exceeds strain in control bar by more than 50 percent

1 TAllLE No. 7 - STATIC TEST RESULTS Ho.11 B R - BAR-CRIP SLEEVE Total I De formation Haximum Hode of Strain at Strain at elongation Specimen pattern- Load (kips) failure .5 x f .9 x f at failure-Y Y 11BS-1-SB-A Diagonal 163.3 Bar Break 0.000962 0.00187 0.053*11BS-2-SB-A. Diagonal 163.4 Bar Break 0.00108 0.00213 0.049*11BS-4-SE-A Slant 165.8 Pull Out 0.00121 0.00263 -( 1IBS-5-SE-A Slant 159.8 Coupler Break 0.00108 0.00231 . 0 .0 39 l-7 ,

 $ 11BS-7-SA-A Crescent 160.5 Pull Out 0.00104 0.00268 -

11BS-8-SA-A Crescent '152.0 Pull Out 0.00107 0.00253 ,11 U-17-SB Diagonal 161.8 Bar Break 0.00113- 0.00204 0.113

 " 11 U-18-SA Crescent 164.5 Bar Break 0.00106 0.00193 0.150 11 U-19-SE, S1 ant 173.8 Bar Break 0.00106 0.00197 0.130 Total elongation across the coupler does not contain the fracture surface.-

l ll__ - - - _ _ - - _ ___m m o - - o u o o o u

TABLE!!O. S - STATIC TEST RESULTS NO.14 BAR - BAR-CRIP SLEEVE Total Deformation Maximum Hode of Strain at Strain at elongation 2 Specimen pattern Load (kips) failure .5 x f .9 x f at failure Y Y l14BS-1-SB-A Diagonal 235.0 Coupler Break 14BS-2-SB-A Diagonal 0.00103 0.00202 0.059 235.0 coupler Break 0.00089 0.00199 0.060

 ' 14BS-4-S F- A Horizontal 218.5 ~ 14BS-5-S F-A Pull Out 0.00105 0.00320 1 -

llorir.ontal 192.5 Pull Out 0.00134 0.00426 1 -

 ; f, 14ss-7-SA-A Crescent 242.5 Coupler Break

' ~14BS-8-SA-A Crescent 0.00104 0.00220 0.068 237.0 Coupler Break 0.00112 0.00255 0.061 14U-17-SB Diagonal 237.0 Bar Break O.00090 0.00173 14b-18-SA Crescent 245.0 Bar Break 0.156 14U-19-SF Horizontal 0.00108 0.00201 0.110 224.5 Bar Break 0.00104 0.00197 0.119 tExceeds strain in control bar by more than 50 percent ir

TAlli.E 110. 9 - STATIC TEST RESul.TS HO.18 DAR - BAR-CRIP SLEEVE Total Deformation Maximum Hode of Strain at Strain at clongation Specimen pattern 1.oad (kips) failure .5 x f .9 x f at failure Y Y 1811S N-1 -Sil- A Diagonal 410.3 Bar Break .000842 .00180 0.028 18BSN-2-SB-A Dlagonal 417.5 , coupler Break .000726 .00171 0.055 18BSN-4-SF- A Slant- 429.5 Coupler Breok .000800 18BSH-5-SF-A .00150 0.048 Slant . 428.5 Coupler Break .000748 .00155 0.052 18BSN-7-SA-A Crescent 419.6 Coupler Break .000871 .00210 0.036 18BSH-8-SA-A Cresccut 411.8 Bar Break .000800 .00166 0.042 jy 1811-20-5B DiaRonal 423.0 Bar Break .001056 .00190 0.122 y 180-21-SA Crescent 410.0 Bar Break .000941 .00181 0.I19 180-22-SF Stant 441.5 Bar Break .000877 .00180 0.119 g

TA3t! No.10 - CYCLIC TIST P.ISI: TS Defor=a-io: P.avd ode of Specimen Size pattern load (kips) M failure SBS-3-CB-A 5 Diagonal 33.5 Bar Break 5BS-6-CE-A 5 Slant 32.8 Bar Break 505-9-CA-A 5 Crescent 32.9 Bar Break 6BS-3-CB-A 6 Diagonal 48.4 Bar Break 6BS-6-CE-A 6 Siant 47.8 Bar Break 6BS-9-CA-A 6 Crescent 49.8 Bar Break 73S-3-CB-A 7 Diagonal 66.0 Bar Break 7BS-6-CE-A 7 Slant 67.9 Bar Break 7BS-9-CA-A 7 Crescent 62.7 Pull Out 8BS-3-CB-A 8 Diagonal 83.9 .Bar Break SBS-6-CE-A 8 Slant 80.1 Bar Break SBS-9-CA-A 8 Cross Hatch 83.4 Pull Out 9BS-3-CB-A 9 Diagonal 106.5 Bar Break 9BS-6-CE-A 9 Slant 105.3 Bar Break l9BS-9-CA-A 9 crescent 101.0 Pull Out 10BS-3-CB-A 10. Diagonal 136.5 Bar Break 1035-6-CE-A 10 Slant 131.5 Pull Out 10BS-9-CA-A 10 Crescent 137.5 Bar Break ll3S-3-C3-A 11 Diagonal 165.0 Bar Break 113S-6-CE-A 11 Slant 167.0 Couple: Break 11BS-9-CA-A 11 Crescent 154.5 Pull Out 14BS-3-CB-A 14 Diagonal 235.0 coupler Break 14BS-6-CF-A 14 Horizontal 219.0. Pull Out l 14BS-9-CA-A 14 Crescent 223.5 . Pull,Out !18BSN-3-CB-A 18 Diagonal 419.3 Coupler Break l1SBSN-6-CF-A 18 Slant 424.9 Coupler Break l 182SN-9-CA-A 18 Crescent 414.7 Bar Break ll ll 1l l-53 h - ..

l l .I J56.': 4 g.r: ? ) e A C 7,'.773in

. ...:. ,:. . s:I J' '?,#w -" Ts..

8MY M

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 . . il i ) .: 4 f,5 ' *;)* . ] .,,p

m. mage, ]

 -___ r. .R l'.<.yE%If$1liS l

5?d h Cross hatched deformation pattern Armco No. 8 Bar EX'.T5 &:* - :

 .f?i'.~'........T .:%ft .'?p.;&nj5r.*

w

 .>.n.-: : .(v. a;t. :6:. .;s , ~;' +- :c,., > , $ .

m a k u .:. e *? s .~,$m ;1

 ..'.x? 't 9.a. m. ..$.k,

n,.y. ... 5% ;

 .( .#T.h..b,* ., h. Alf 1,h ! ' i .' #. . ,. , m. . @4. . .

m... .j

 ! $ $ _t_ '~ . . . , __wn - *c - -

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 ' hf." g:s j. *3 d-d -- * .{:$,, . ..T' ,, __ _ ~ - - g , ., ,6'~

• 3 Wa #qt$8 - ,J, '

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ni _ = _ _W A. .

 .k 1

Cresce.nt deformation pattern on remaining Armco bars l Fig. 1 - Deformation patterns 1-54

b

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l iI

 ?

i

 \uey qiitmM.=. &.

i -

 . . Q, .! &; y

. ,:.~

l .:t.g;~ p,

p. . mqqgs y t

 .3_

! 7 N -

 ..". E '.5 . .g:{.gj .; . - [ l m- { . ?

f-

 )

2 i ;E n l

 ..'. w' n ., ; ' . . ' . ,f, < ' I i

Q)

 ^ ~.* ,. f1Gj.. l .:..a _ _

_,_..<c 3..

 ; f * !5'.- '

m..---=-h hQ-- ~, >l s ..t:5 ~5.f,.t:,_,,$I' g

 \i 1l w

f

 }

t lT *9 '.@. ... st:3 'l@ ,,,,. .

 '.' f'.:'.E5.'?.; . . . n.?.: .

w. 3h .

L Diagonal deformation pattern Bethlehem Steel Corporation l tI .m>T..E '.2.$ h?*.4:!?! ;Q::. .;-:.

 c.- **T,7* .3 3r-- -

[ M y.;a.h:...l it

 .L. 15- ' =' ~.QW.,.:iP:

t .i. 27;::t.c

1 y,;-:

 -E;~ . 'W ... : .9 'q. ,

i f. -

 ..I4.' E',fSI? .:- ...

g *

 ' dm }k,.?p..$y}{g :4.l 3 .. ,. ... , . } ,

3 l

 . !6 'M /;

l ;. '::;;: .t M=z_4 g +..u

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y- ,

 .? . "L ^ -'^ ~ g .

w.a ..;- )

*?;~:~ ..; .

l

 ' v  $t t%

" -i ." sam s a d.dM .M i

Slant deformation pattern North Star Steel Company Fig. 1 (continued) - Deformation patterns p 1-55

I I4

 ' y W ~ w [ ..:;. .s...**

p. Q .

 ~ = =

• y T.'*

 .,.9 . . . a. ,i * . , . , . r..p., . .' JC, r;@* , * = *s , > ':.- . ] .x.. :2

_ .n>g,.,9 y ,- _c::- t.:

k. I, k; l

 ; . . - 7.s h .y \:.,T ' J '

.., . v. .-: .;. y 1 ,

te

 *t.* . . .ry.?. 'w -. g y, f , l *y.

6.k9 C.::.yp$.,:

 *JT..3 , g .. .m v e p.1 1 sd.M. ! . .M. >

I'*[$' JPi.=. !

 . A?.tf.n.. .+,.%a7! i au .:"..;, . . .: .: g. - l .L.:- i

f. Ir

 .,( .ma 9&[F.5f.e .) !

v.L -

'm,.. L y,' a ;

s . e ..

 ; . . -;, /'i.I w$:%I? :-

4 9l 9 .rj, :S js . p.r Vg,,&. .:s$. 4 1

 .:;,;A,:% ,.,. ."... _ p,-

y,:;., . 1

.3*. p g.. <,R4 r rk, a. , [

 ._ . .s -i* . . ;. .. '-). }. 5,:.:*9.;.. .s ,,:: .!;@r,. -{

r.n -;;

 % ;,.....Yw ..a - ~ee n.;. .

l Horizontal de.rormation pattern -! Maratiton St. eel Company Fig.1 (continued) - Deformation patterns i1-56 tl l

gg i "TEhM4 MMMN1 gg I"^ GR\M

 ~

i - - A

I

i i i i l

i ll l lI P I P C

 ".. 'WCwG t ubt?. .

1.

r. c*

 /g_wg ~'

l e.xTEasousTER I I I I I'l I l 8 i LJ

 *$QD Ex.is.b BARS 9.TNnc TrsT 9:N MEAS Fig. 2 1-57 _.

i . . . . . , . . . . .. . . . __ _ _

?i SPECII4Eli 1J CLAMPING SPRING 5( KNIFE EDG!$1*REJ .flON Pit!$ .FIXED SCE,, -l l*a s

 /

h C M ' g (-1 SPRING LOADED SIDE p ; -'w l00- LVDT j '

8

 $ S )

i

 ! d!!! g RETURN SPRINGS

f. m y d i

FIXED SIDE

 , 4f'tqg, s N N . V( - N- ALIGNV.ENT GUIDES r *) d- -f b i

LEADS SPMtNG LCADED SIDE TERMINAL BLOO'. r l

 +

W.J.E. EXTENSOMETER F i r,. 3 1-58

i i?\l l r.dq. ., ;f 3. pity- .l . . ..,E. 4 -

 $s!

! t "*I*. ** . (h'N.y., - * 'M,3 ', ','d' d' Q-I'* *

• g? g: " . m..

l

 .; *'h .. -s"r.  ' '<.s ,, 4.r , .' .* 2 .t 4.-- , ,- U '

j' .

 \

l- ,e. *if*r .,. * *

 ** \

8.,(S - a.

 ..M:.* w4,4. A- -[Eoa(

l I', .

 .,,$*;.*.[. __ I.a , ,D *[ U *g i '"(

g.(f..,-

 - . s e,- -. -c.,

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 ._-_ :. l- ~. *?O 'W. , ,' b'

• k' . ??cA .' ' .. ', *

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g .g

 .- .;.u .(

l

• 3;.. ,

TV: .

 ^

4' "#2* . ..a

 , d'*. l .., .: .e - 4

}}j Fig. 4 - Specimen that has failed by pullout i' M' N y, ,r ...~ 7.o r

 ,J g h*, , ., ; . '~ ,

y ..: ,

 ~ ) '.. '

A

 , s. _ _ _ __ .. .g. *- >

4

 ^ ~~ .; t, e _. - ~< ' . " ' .

! a - ', Y.'.; .

 .. p M '

i pg^s,l.gs7 l .

 ;[. ,17 . , .r , , ett. 's 1 5 j .

t&t%i :v-=j ( 1

 !.'t. - '-_ _ s , - - - _ __ - ": '- 'i g .g . ,d.

l- ' .5 i 1 *

 '*5 ' ~ : -

Y{l.ll*.,f). .. l'i g. 5 - Specimen that has ' failed by fracture of the reinfoce!"g bar a4 ii 1-59_r. _ew w ~vc v

i Il J3_ , , . = = - ~ '

 ; ,4 ,, %p: ' . . .! ' x

4g;<

• 1 g

h.

 '}' ,

_,.i ' ;V- '

 !;3- , qsh-d 2- . i Fig. 6 - Specimen that has failed by coupler break I l l l

1-60 ,__ _ _ .. 7..,. .._ _ . .

3 ll 1h a1 30 - 5BS-1-5B-A SB5-2-58-A i.I 25 -a 6N50-17-SB (UNSPLICED)

- 20 - /

, u

! Q.

w *

x

)C 0 a, s, -a

 # 5 EAR - BAR-GRIP SLEEVE 10 -

4 5-4 IF 1A I ,4 : I

 ~ .005 .010 .015 .020 4

STRAIN (in./in.) !FIC. 7 - LCAC/rTP).IN CURVE l li 1-61 J

I lI 5i id If iI! 30 -4 e4 j5BS-4-SE-A i 25 -i SBS-5-SE-A 3 j N SU-19-SE 31, c.40 -(UNSPLICED)

 ]

I H i di i4 c

! C

4 15 -

i){i ,46 -45 BAR - BAR-GRIP SLEEVE' l 4i I i I3 f5-I l o1 6 : I a "

 .005 .010 . 015 .020 STP.A.IN (in./in.)

i FIG. 8 - LOIC/STTI.IN CCTVE 1-62 ir -

i.s 1n 34 30 -4 SBS-8-EA-A h25 -4 5BS-7-SA-A 11 44

 - 20 - U-18-SA 4 m (UNSPLICED) c. , ,4! x ~

o 4 <

i 9

 - 25-i i

4 10 - #5 EAR - BAR-GRIP SLEEVE iN i3-f 4i i .. i &

 .005 .010 .015 .020 L

STRAIN (in./in.)! FIG. 9 - LOAD /STTJ.IN Ct;RVE 41-63

u Ju 50 -6BS-1-SB-A 6BS-2-SB-A 40 -Y 60-17-5B (UNSPLICED) 30 -7

 .R 5 $ #G BAR - BAR-r, RIP SLEEVF 3

20 -t 10 -s

 , , , , = .005 .010 .015- .020 STRAIN (in./in.)

FIG. 10 '- LOAD / STRAIN CURVE l-64

l L.i b -L 50 -h 685-4-SE-A 40 -6BS-5-SE-A 60-19-SE (UNSPLICED) 7 30 - &9 8 6-0 S20 -

 #6 BAR - BAR-GRIP SLEEVE l

10.-[ .005

 . . . = : .010 .015 . 020 i STRAIN-(in./in.L FIG. 11 - LOAD / STRAIN CURVE 1-65

o j 50 -6BS-7-SA-A 40 -63S-S-SA-A N 60-18-SA m (UNSPLICEO).3 30 -5 SS

 #6 BAR - BAR-GRfP SLEEVE 20 -

10 -i 4 i . -

 .003 .010 .015 .020 STi\IN (in./in.)

FIG. 12 - LO.TD/ STRAIN CURVE 1-66 lI

i 41

 \

l 11 60 -[ 7BS-1-SB-A) 7ES-2-SE-A 50 -A 70-17-SE

(UNSPLICED) a 40 -

c.A xi' c4 30 -1 1i

 ~O- f7 BAR - 3AK-GRIP SLEEVE i

10 -4 i~

 = .005 .010- .015 .020 STPAIN (in./in.)

FIG.13 - LOAD / STRAIN CCEVE 1-67

r_--._. ._. .I d 60 -

 'BS-4-SE-A 7BS-5-SE-A 20 -

7U-19-SE (UNSPLICED) g 40 -c._5 C8 4 30 -

 #7 DAR - EAR-GRIP SLEEVE 20 - ]

1 10 -i

 , , , , = .005 .010 .015 .020 STRAIN (in./in.) l FIG ,14 - LOAD /STP, II: CUFVE ')

1-68

-t iiL 460 -7BS-7-SA-A 7EE-8-SA-A 50 - \A7U-1S-SA

_ 40 - (UNSPLICED) sn

= Qe wf o3 30 -i 420 - #7 BAR - BAR-GRIP SLEEVE i2 10 .. r i i 6 i t

 .005 .010 .015 .020 ;

ETRAIN (in./in.)FIG.15 - LCAD/STRIIN CURVE .1-69

o[E t ,L 100 -C 80-8BS-1-SB-A I8BS-2-SB-A E

 .3* 60_

U \ 8U-17-SB c (U'ISPLICED) -3 40-48 BAR - BAR-GRIP SLEEVE 20-l l6 e i i -

 .005 .010 .015 .020 STRAIN (in./in.) ,1 . 1. -

_,S,,mx., ce m (1-70 i

i 11-3 4 4 t100-J ii 80-a

 , 8BS-4-SE-A

? #8BS-5-SE-A 2 .S 60-

., m

x 1

4 O SU-19-SE j{ (UNSPLICED) l 40.i

 ~) #8 BAR - BAR-GRIP SLEEVE f 20-i

.d i

 . . . . L

.005 .010 .015 .020 STRAIN (in . / i.n . )

FIG. 17 - LOAD / STRAIN CURVE-1- 71

6 l100 -i 80 -8 BS- 8 -S A-A I a 8BS-7-SAmA Idi 60 -., c 8U-18-SA y (UNSPLICED)A .i 40 - / i 48 BAR - BAR-GRIP SLEEVE ,20 -I ;t I

 = .005 .010 .015 .020 STRAIN (in./in.)

FIG. 18 -LOAD /STRAIM CURVE 1-72

 .1 1

1, 1 4120 -100 - 9BS-1-SE-A 49BS-2-SB-A 44 ii 80 -E N 90-17-SB 4 3 -(UN5PLICED) t

. O i

a 60 -40 -

 #9 BAR - BAR-GRIP SLEEVE I

1 20 -4

 -a i. i a . 005 .010 .015 .020 STRAIN (in./in.)

FIG.19 - LOAD / STRAIN CUPVE 1-73

H 120 -100 -9BS-4-SE-A SBS -SE-A 80 -3 3d N 90-19-SE o (UNSPLICED) f 60-40 -F9 BAR - BAR-GRIP SLEEVE i20 -

 , . . . = .005 .010 .015 .020.

STRAIN: (in./in. ) 'E'!G. ' 20 - LOAC/5TFAIM CURVE 1-74

l ll dl ii 120- ,1 Ii 100-SBS-8-SA-A 9BS-7-SA-A

a

e c.

 *A x ~

S0-

• a -

1 o SU-lC-SA (UNSPLICED) 60-i ul I, 40 - #9 BAR - BAR-GRIP SLEEVE Ii I20-i i i a

 .005 .010 .015 .020

.r STPAIN (in./in.)

FIG. 21 LOAD / STRAIN CURVE l

1-75

B lI iB li I i 120 - 10U-17-SB 10BS-1-SB-A (UNSPLICED)

 /

100 _10BS-2-SB-A SO _'E.5' di$ 60 -f 40 _ #10 BAR - BAR-GRIP SLEEVE 20 _

 = - .005 .010 .015 .020 s STRAIN (in./in.)

m. 22 - _,51 RAIN cese

{1- 76

4 Ij h 510BS-4-SE-A .120 _ c 10BS-5-SE-A l 4N10U-19-SE

(UNSPLICED)

100 _

1 li a 80 _. m c.

 .e4

.! x ic r' < 60 -O 1A

 ~

40 -! 910 BAR - BAR-GRIP SLEEVE jl 20 -i If m

 .005 .010 .015 .020 STRAIN '(in./in.)

FIG.-23 - LOAD / STRAIN CURVE~1-77

l j.l d

 ]

120 -10BS-7-SA-A 10BS$-SA-A g 100 -100-10-SA (UNSPLICED) i 80 _E A

 .X f 60 _

a

 }

610 BAR - BAR-GRIP SLEEVE 40 -l 20 _

 \

i 1 '6 i

 .005 .010 .015 .020 STRAIN -(in./in.)

F G. 24 ; LOAD /3 TRAIN CURVE 1-78

1 o1 i180 _i ii 150 -11BS-1-SB-A 11BS-2-SB-A 4-l 120 _i 7 4c.

! w j $ , llU-17-SB 1 (UNSPLICED) a t <: 90 _

1 o i A I

4 i60 _ #11 BAR - BAR-GRIP SLEEVE li ti e

30 _

j i e i '

 .005 .010 .015 .020 3 STRAIN' (in./in. )

FIG. 25 - LCAD/STRAI!! CURVE

 'l-79

I II at I100 -l 150 -llBS-4-SE-A 120 _ 11BS-5-SE-A iE N llU-19-SE f' j (UNSPLICED) g 90 _s ,1 4l 66 _

 #11 BAR - BAR-GRIP SLEEVE I

30 _l

 . . , , = .005 .010 .015 .020 STRAIN (in./in.)

FIG. 26 - LOAD / STRAIN CURVE i 1-80

I ll hI l180 -I i150 -t llBS-7-SA-A i 'llBS-8-SA-A 120 -tn C.j l llU-18-SA i(UNSPLICED)C

 < 90 -

O A .i i60 -fil BAR - BAR-GRIP SLEEVE 4l 30 -l I 6 i i j

 .005 .010 .015 .020

STRAIN (in . e'in. )

FIG. 27 - LOAD /STRAIH CURVE 1-81

l 1I' I4 u300 -250 -14BS-1-SB-A "200 - 14BS-2-SB-A mc i xw

 , c !

i Q

 ~

150 - 14U-17-SB (CNSPLICED) l l100 -k l 414 BAR - BAR-CPIP SLEEVE iI 50 -i i 6 6

 .005 .010' .015 .020 STRAIN (in./in.)

FIC. 28- IOAD/STFAIN CURVE 1-82

a 300 -{250 -g 200- (14BS-5-SF-A 514BS-4-SF-A C150-14U-19-SF (UNSPLICED) 100-

 #14 BAR - BAR-GRIP SLEEVE 50-

) -1 I i

 .005 .010 .015 .020 STRAIN (in./in.)

FIG. 29 - LOAD / STRAIN CURVE 1-83 m_ _ ..o

d 300 -250-14BS-7-SA-A 14ES-8-SA-A n 200-n 2.een' x~14U-18-SA$ (UNSPLICEC) 3 150-

 . )

1C6-

 #14 BAR - BAR-GRIF SLTEVE l 50-l I

m a i a 6

 .005 .010 .015 .020 STF1.!N ( i.n '. /in . )

FIG . 30 -- LOAC/F.TPJiII: CUPYE 1-84

L fI-{l i m 600 -l 500 -ll

 ^

18BSN-1-SB-A 400 -E 18BSN-2-SB-A 5_C

 < ~ ~

l ~18U-20-SB (UNSPLICED)

 #18 BAR - BAR-GRIP SLEEVE 100 -

I

 , , , , = .005 .010 .015 .020 STRAIN (in./in.)

FIG. 31 - LOAD / STRAIN CURVE

 ~1-85

t d600 - ,500 -I 18BSN-4-SF-A

 - 400-.

E, ISBSN-5-SF-A l

 = =4 6.

C C

300 -

18U-22-ST (UNSPLICED) 200 -

 #18 BAP. - BAR-GRIP SLEEVE 100 -

4 i i

 .005 .010 .015 .020 STRAIN (in./in.)

FIG. 32 - LOAD / STRAIN CURVE 1-86

l I "l 600 -i I !500 - !l lI g I400 - 18ESN-8-SA-A 18BSN-7-SA-A

 ~

l 5 ,8 S 300 -I (180-21-SA '

 , (UNSPLICED) 200 - ; #18 BAR - BAR-GRIP SLEEVE I i L

I 100 -I ~E , , , , = ;

 .005 .010 .015 .020 l

STRAIN (in./in.) l g FIG. 33 - 1,OAD/ STRAIN CURVE 11-87 g

I II II ll uI 1-88

Wiss Janney. Estner and Associates. Inc.9 JAPPENDIX 1 l1 i1

 ] ] ] ] . ]

DAYTON BARSPLICE, INC.

 ]

SPLICING REPORT FOR-WJE 818630 Rev. lA (SPLICES MADE UNDER ADVERSE CONDITIONS)REVISION 1A, MAY 3, 1982

 ] 'l '

Reported by:Q4 \

 .] , (. . '

• vf ;r

 }

S. Holdsworth Operations Manager Date: May A 1982

 )

Approved by:M s# ' ^~ ~A. J. Cave President Date: May 3, 1982 ]1-90

DAYTON BARSPLICE, INC.SPLICING REPORT FOR WJE 818630 Rev. lA SCOPE: A presentation of splicing data for'bar sizes 85 through #18. These splices are to be tensile tested by Wiss, Janney, Elstner & Associates, Inc., and the results are to{ form the basis of qualificati6n of the Bar-Grip Systems under adverse conditions.( REINFORCING' BARS USED: See Table 1. Copies of heat certifi-cates are filed by WJE."SPLICES USED FOR TEST: See Table 2. Copies of heat certifi-(l cates are filed by WJE.ADVERSE CONDITION REQUIREMENTS:

1. Bars to be deliberately misinserted by the amounts shown in Table 3.

2. Bars to be wet (dipped in water just prior to swaging) .

3. No special bar end preparation:

{ ,(a) Bar surface "as-is"( (b) Bar ends "as-is" (a mixture of cropped, square cut and flame cut to be used where feasible)( 4. Reduced swaging pressure (See Table 4) l S. Splices swaged from the ends inwards.INDEPENDENT WITNESS: Splicing was witnessed by representative of United Engineers and Constructors, f FINISHED SPLICE DETAIL: See Table 5.ESSENTIAL VARIABLES: Per ASME Section III - Division 2, CC - 4333.2.4.( .1-91

 )

DAYTON BARSPLICE, INC.SPLICING REPORT FOR WJE 81863Q Rev. lA

 ]

r TABLE'l. BARS USED FOR SPLICING ,Heat 'Bar Deforraation Bar Size Number' Manufacturer Grade Pattern ), 5 521326 Armco_. 60- Crescent 5 209P789 Bethlehem 60 Diagonal 5 M03958' North Star 60 Slant }6 S20618 Armco 60 Crescent 66 207L357 M03680 Bethlehem North Star

 .60 60 Diagonal Slant )

. 7 515391 Armco 60 Crescent 7 207P556 Bethlehem 60 Diagonal ]7 M05504 North Star 60 Slant l 8 B08654 Armco 60 Cross-Hatch 8 209M558 Bethlehem 60 Diagonal 8 M03179 North Star 60 Slant l 9 S21612 Armco 60 . Crescent 9 208N065 Bethlehem 60 Diagonal, 9 M05480 North Star 60 Slant 10 515561 Armco 60 Crescent 10 209L974 Bethlehem 60 Diagonal 10 M02929 North Star 60 Slant 11 S21487 e Armco 60 Crescent 11 208P569 Bethlehem 60 ~ Diagonal 11 M05744 North Star 60 Slant 14 S21573 Armco 60- Crescent 14 209T444 Bethlehem. 60 Diagonal 14 33335 Marathon 60 ~ Horizontal 18 22708 Armco 60 . Crescent l l 18 218N303 Bethlehem 60 Diagonal 18 29748 Marathon 60 Slant-I i1-92 ;

DAYTON SARSPLICE, INC.SPLICING REPORT FOR WJE 8186 30, Rev. lA lTABLE 2. SPLICES USED FOR TEST 4Coupler DBI Coupler Bar Splice Material Coupler Color I/Q x O/D **Size . Type Heat No.

• Code Code (inches) 5 Plain 1M6861 5B-A Red 0.748 x 1.102 i

j 6 Plain IM7311 6B-B Yellow 0.925 x 1.370 7 Plain IM9396 78-F Blue 1.043 x 1.535 8 Plain IM8459 8B-G Slack 1.201 x l'.752 9 Plain IM8459 98-E Red 1.280 x 1.902' i 10 Plain T26016 108-H Yellow 1.457 x 2.146 11 Plain 1M8863 llB-R Slue 1.614 x 2.343*14 Plain IM8511 14B-N Pink 1.909 x 2.815 3

; 18 Plain 2M7276 N18B-U/A Red 2.579 x 3.760 i

i

• Material conforms to ASTM A519-79 Grades 1015/1018

 ** Lengths are given in Table 3.

I 49 1i 1-93 i l

DAYTON BARSPLICE, INC. )SPLICING REPORT FOR WJE ~ 81863Q Rev. lA TABLE 3. BAR MISINSERTIONS Minimum }Initial Nominal Initial Nominal Space Bar Bar MisInsertion Bar Size Sleeve Between Bar Dias. Ins. Insertion Length Bar Ends 5 1/2 5/16 1-1/4 3-1/8 5/8 ')6 1/2 3/8 1-1/2 3-3/4 3/4 7 1/2 7/16 1-3/4 4-3/8 7/8 8 1/2 1/2 2 5 1 9 1/2 9/16 2-3/16 5-1/2 1-1/8 10 1/2 5/8 2-17/32 6-5/16 1-1/4 11 1/2 11/16 2-3/4 6-7/8 1-3/8 14 1/2 7/8 3-1/2 8-3/4 1-3/4 18 4/9 1 6 14 2 Bersends baA- wereand measured for insertion from the extremities of the~marked using a sharp crayon.

 ' l 4

DAYTON BARSPLICE, INC. -7 SPLICING REPORT TOR WJE 81863Q Rev. lA LTABLE 4. EQUIPMENT, SERIAL NUMBER AND SPLICING h*dESSURE{Pressure Press

• Press Die Gauge' r

{ Bar Press Model Serial Die Serial Serial size Type Number Number Size Number Number f5 Site BG750 DBI30000 5 Plain DBI50003 24254-A 6 Site BG750 DBI30005 6 Plain DBI51000 587-A 7 Site BG750 DBI30000 7 Plain DBI52006 24254A 8 Site BG1140 DBI32015 8 Plain DBI53006 587-A{9 Site BG1100 DBI31004 9 Plain DBI54003 24254-A 10 Site BG1100 DBI31004 10 Plain DBI55004 24254-A 11 Site BGil57 DBI37008 llPlain/DBI56021 24254-A 10Thrd.14 Site BGil57 DBI37008 14 Plain DBI57019 24254-A 18(1st Bench BP3800 DBI36000 18 Plain DBI58010 24390-A Stage) ,{ 18(2nd Site BGil57 DBI37000 18 Plain DBI58020 24390-A Stage) -Splicing pressure was 9700 psi maximum which is at the low and of the normal range recommended by DBI. Pressure gauge calibration certification is filed with WJE.l

• Press Models BG1100, BGil40 and BG1157 have the same ram area as each other and thus produce the same swaging force at the same pressure. Octagon die profiles are identical for common sizes of splices.

I l-95

Page 1 of S.TABLE 5. FINISHED SPLICE DETAIL Original Final Bar Bar WJE DBI _Bar Ends Coupler Coupler Elonga- No.1_ Size Type No. No. (A) (B) Length Length. tion Bites Comments 5 Armco Al Cropped Cropped 3-1/8 3-9/16 7/16 3 Bent bar ends

 -5 Armco A2 Cropped cropped 3-1/8 3-9/16 7/16 3 Bent bar ends 5' Armco A3 Cropped Cropped 3-1/16 3-1/2 7/16 3 Bent bar ends 5 Armco AC N/A N/A N/A N/A N/A N/A Control bar

5 ' Bethlehem B1 Cropped Cropped 3-1/8 3-9/16 7/16 ~3 5' Bethlehem D2 Cropped Cropped 3-1/8 3-1/2 3

 '3/8 5 ' Bethlehem B3 Cropped cropped 3-3/16 3-5/8 7/16 3 5 Dethlehem BC N/A N/A N/A N/A N/A N/A Control bar ,

5 North Star N1

 ,, Cropped Cropped. 3-1/8 3-5/8 1/2' 3 ,

jh 5 North Star N2 ' Cropped Cropped 3-1/16 3-1/2 7/16 3 5 North Star N3 Cropped cropped 3-3/16 3-11/16 1/2 4 r

 'S North' Star NC N/A N/A N/A N/A N/A N/A Control bar 6 Armco 7A Cropped. Square 3-3/4 4-3/16 7/16 3 6 Armco 8A Cropped Square 3-3/4 4-3/16 7/16 3 6 Armco 9A- Cropped Square 3-3/4 4-3/16 7/16 3 6 Armeo' CA N/A N/A N/A N/A N/A N/A Control bar 6 Bethlehem 18 Flame Square 3-3/4 4-3/16 7/16 3 6- Dethlehem 2B Flame Square 3-3/4 4-3/16 7/16 3 6 Bethlehem 3B Flame Square 3-3/4 4-3/16 7/16 3 6 Bethlehem CB N/A N/A N/A N/A N/A N/A, Control bar- !

6 North Star 4N Cropped Square 3-3/4 4-3/16 7/16 3 6 North Star SN- Cropped' Square ~ 3-3/4 4-3/16 7/16 3 -6 North' Star 6N Flame Square 3-3/4 4-1/4 1/2 3

 .6 North Star CN N/A N/A N/A N/A N/A N/A Control bar

DAYTON DARSPLICE, INC. Pega 2 of 5 SPLICING HEPOHT FOR WJE 818630 Rev. lA TABLE 5. FINISilED SPLICE DETAIL (Continued) 7 Armco Al Cropped Cropped 4-3/8 4-15/16 9/16 4 Bent bar~ ends 7 Armco A2 Cropped Square 4-3/8 4-7/8 1/2 4 7 Armco A3 Cropped Cropped 4-3/8 4-15/16 9/16 4

 .7 Armco AC N/A N/A N/A N/A N/A N/A Control bar 7 Bethlehem B1 Cropped Cropped 4-3/8 4-15/16 9/16 4 7 Bethlehem B2 Cropped Cropped 4-3/8 4-15/16 9/16 4 7 Bethlehem B3 Cropped Cropped 4-3/8 4-15/16 9/16 4 7 Bethlehem BC N/A , N/A N/A N/A N/A N/A Control bar 7 North Star N1 Cropped cropped 4-3/8 4-7/8 1/2 4 7 North Star N2 Square Cropped 4-3/8 4-7/8 1/2 5 '7 North' Star N3 Square Cropped 4-3/8 4-15/16 9/16 4 7 7 North Star. NC N/A N/A N/A N/A N/A N/A Consrol bar-8 Armco 7A r Cropped Square 4-31/32 5-17/32 9/16 3 8 Armco 8A Cropped Square 4-31/32 5-9/16 19/32 3 8 Armco 9A Cropped Square 5-1/32 5-19/32 5/8 3 8' Armco CA N/A N/A N/A N/A N/A N/A Control bar 8 Bethlehem IB Plame Square 5 5-17/32 17/32 3 8 Bethlehem 2B Plame Square 4-31/32 5-17/32 9/16- 3 8 Bethlehem 3B Flame Square 5 5-17/32 17/32 3 .

8 Bethlehem CD N/A N/A N/A N/A N/A N/A Control bar 8 North ~ Star 4N F1,ame Square 4-31/~2 5-17/32 9/16 3 8 North Star SN Flame Square 5 5-9/16 9/16 3! 8 -North Star 6N Flame tSquare 5 5-9/16 9/16 3 .8 North Star CN N/A N/A N/A N/A N/A N/A Control bar l -

DAYTON DAltSPLICE, INC.SPLICING REPORT FOR WJE 018630 nev. lA Page 3 of 5 TABLE 5. FINISilED SPLICE DETAIL *(Continued) 9 Armco Al Cropped cropped 5-7/16 6 9/16 4 9 Armco A2 Cropped Cropped 5-7/16 6 9/16 4 Dent bar end 9 Armco A3 Cropped Cropped 5-7/16 6 9/16 4 9 Armco AC N/A N/A N/A N/A N/A N/A Control bar 9 Dethlehem B1 Square Cropped 5-7/16 6-1/8 11/16 4 9 Bethlehem D2 Cropped Cropped 5-7/16 6-1/8 11/16 4 9 Bethlehem B3 Square cropped 5-7/16 6-1/8 11/1G 4 9 Bethlehem BC N/A N/A N/A N/A N/A N/A Control bar 9 North Star N1 Crepped Cropped 5-7/16 6 9/16 4 9 North Star N2 Cropped Cropped 5-7/16 6 9/16 4 9 North Star N3 Cropped Cropped 5-7/16 6 9/16 5 9 North Star NC N/A N/A N/A N/A N/A N/A Control bar Tg 10 Armco Al Cropped Cropped 6-5/16 6-15/16 5/8 5 10 Armco A2 Cropped Cropped 6-5/16 6-15/16 5/8 5 10 Armco A3 Cropped Cropped 6-5/16 7 11/16 5 10 Armco AC N/A N/A N/A N/A N/A N/A Control bar 10 Bethlehem B1 Cropped cropped 6-5/16 7 11/16 5 10 Dethlehem D2, Cropped cropped 6-5/16 7 11/16 5 10 Deth1 chem B3 Cropped Cropped 6-5/16 7-1/8 15/16 5 10 Dethlehem BC N/A N/A N/A N/A N/A N/A Control bar 10 North Star N1 Cropped Cropped 6-1/4 6-15/16 11/16 5 10 Morth Star N2 Cropped cropped 6-5/16 7 11/16 5 10 Nortin Star N3 Square Cropped 6-5/16 7 11/16 5 10 North Star HC N/A N/A II/A N/A N/A N/A Control bar summ_m m -P ME!E e EBER - -

p p p m 'm .m m n T~~\ -O O' ~O~ O^ .O .O -O'

 ' DAYTON BARSPLICE, INC.-

SPLICING REPORT POR WJE 818630 Rav. la i Pag 2 4 of 5 TABLC-5. FINIEllED SPLICC DETAIL (Continued) 11 Armco Al Cropped Cropped 6-7/8 7-5/8 3/4 6 11 Armco A2 Cropped Cropped 6-7/8 7-9/16 11/16 6 11 Armco A3 Cropped Cropped 6-15/16 7-11/16 13/16 6 11 'Armco AC N/A N/A N/A N/A N/A N/A Control har 11 , Bethlehem B1 Square- Square 6-7/8 7-5/8 3/4 6 11 Dethlehen B2 Square Square 6-7/8 7-11/16 13/16 6 11 Bethlehem B3 Square Square 6-7/8 7-9/16 11/16 6 11 Bethlehem BC N/A N/A N/A 11, N/A N/A N/A C'ntrol o bar North Star N1 Cropped Cropped 6-7/8 7-5/8 3/4 5 11 North Star. N2 Square Cropped 6-7/8 7-5/8 3/4 6 "Il North Star N3 Square Cropped 6-7/8 7-5/6 3/4 6 11 North Star NC N/A N/A N/A N/A N/A N/A Control bar I-$ 14 Armco Al Cropped Square 8-3/4 9-1/2 3/4. 9 14 Armco A2 Cropped Square 8-11/16 9-1/2 11/16 8 14 Armco A3 Cropped Square 8-3/4 9-9/16 13/16 8 14 Armco AC- N/A N/A N/A N/A N/A N/A Control bar 14 Bethlehem DI Cropped Cropped 8-3/4 9-5/8 7/8 8

 .14 Dethlehem B2 Cropped Cropped 8-3/4 9-3/8 5/8 9 14 Bethlehem D3 Cropped cropped 8-11/16 9-1/2 11/16 8 14 Bethlehem' BC N/A N4A N/A N/A N/A N/A Control bar 14 Marathon M1 Cropped Cropped 8-3/4 9-1/2 3/4 8 14 Marathon M2 Cropped Cropped 8-3/4 9-1/2 3/4 8 14 Marathon. M3 Cropped Cropped 8-11/16 9-1/2 11/16 8 14 Marathon MC N/A N/A N/A N/A N/A N/A' Control bar L

m

x DAYTON BARSPLICE, INC. Pegn 5 of 5 SPLICING REPORT POR WJE 81863Q Rev. lA TAB'LE 5. FINISilED SPLICE DETAIL (Continued) e 18 Armco A51 Cropped Square 14 15-7/16 1-7/16 9*18 Armco A52 Cropped Square 14 15-7/16 1-7/16 9*

 -18 Armco A53 Square cropped 14 15-7/16, 1-7/16 10*

18 Armco A5C N/A N/A N/A N/A N/A N/A Control bar

 '18 Bethlehem B51 Flame Flame 14 15-7/16 1-7/16 10*

18 Bethlehem B52 Flame Flame 14 15-3/8 1-3/8 10*18 Bethlehem B53 Flame Flame 14 15-5/16 1-5/16 10*18 Bethlehem BSC N/A N/A N/A N/A N/A N/A Control bar

 $ 18 Marathon M51 Square Cropped 14 15-3/8 1-3/8 10*

i 18 Marathon MS2 Square Square 14 15-3/8 1-3/8 10*18 Marathon MS3 Square Square 14 15-3/8 1-3/8 10*

 .18 Marathon MSC N/A N/A N/A N/A N/A N/A- Control bar-e *These are number of hites made during second stage pressing using BGil57. Three bites (7" total) were made on the BP3800 during first stage pressing.

Wiss, Janney. Elsiner and Associates. Inc.I ll ll lAPPENDIX 2 l 1i({l(([1-101

Wiss, Janney, Estner and Associates. Inc.PROCEDURES MANUAL for PERFOLMANCE TESTING of 5,PLICED REINTORCING BARS for 'DAYTON BARSPLICE, INC.by iVISS, JANNEY, ELSTNER AND ASSOCIATES, INC. 'OP-19 1Prepared By: h M Reviewed By:Date Issued: October 1, 1979 iRevision No. By Date -Reviewed By Date

 , ~n e f l ,Wh b. hfY . $!*' *rl Ybl Yf ., M YN $l 3 'I'IE*- f5E6 llll22 EFFECTIVE DAIE: April 1.'1982 REVISION: 4 Pa ge 1 o f 15 -

l- 1-102(.

1 l1 ei ae ii 4)2 REVISIONS ff Rev. No, By lDate lReviewedBy Date 4 OlhMCL,%i tv9%. s/sh2 .l li aa li EFFECTIVE DATE: April 1, 1982 REVISION: 4 PAGE 2 of 15 1-103

I I. SCOPE lThis manual has been prepared to describe the procedures and 1.s requirements for the laboratory test program to evaluate the' performance of reinforcing bar splices as manufactured by Dayton Barsplice, Inc.The testing is conducted to evalur_te two splicing systems - the Bar-Crip Sleeve, and Bar-Crip Coupler -for conformance with the mechanical connection requirements of ASME Section III, Division 2, Building Code Requirements for Reinforced Concrete, ACI 318-77; Criteria for Reinforced Concrete Nuclear Power Containment Structures, ACI 349-76; and special requirements of U. S. Corps of Engineers.A. series of scacic and cyclic tests is to be conducted on both spliced test specimens and unspliced control reinforcing bars of sizes from No. $ to No. 18. .i II. MEASURDENT EQUIPMENT: EXTENSOMETER Continuous analog and digital elongation data vill be obtained by use of the specially fabricated extensometer. The variable gage instrument is capable of monitoring axial deformations to .001 in. over gage lengths of 6 to 33 in. The extensometer consists of two DC - LvDT's (Direct Current - Linear Variable Differential Transformers) mounted in a spring-loaded extendable frame. The frame is held in place on the test specimen by spring force through adjustable knife edge grips. Generated output voltages directly drive an X-Y Recorder plotter and are additionally monitored via a digital voltmeter.EFFECTIVE DATE: April 1, 1982 REVISION: 4 PAGE 3 of 15 1-104

Calibration of the extensoneter shall be performed prior to each, series of tests of a particular gage length setting. The' cable belov jsummarizes the sage length setting for the bar sizes to be tested: 'BAR SIZE EXTENSOMETER CACE LENGTH gleeves couplers No. 18 24" 33", 4

 )

No. 14 18" 30" i

No. 11 12" 22" No. 10 10" 22" No. 9 10" 18" No. 8 ga gg..l No. 7 8" No. 6 8". 13.5" No. 5 6" loa The following procedure shall be utilized in calibrating the} extensometer: .j 1. Install the proper vertical alignment bars to achieve the desired nominal gage length.

2. Hook up the two input leads from the DC - LVDT to the junction box and adjust power supply to read 6.00V DC.

a'

3. Independently zero each DC -

LVDT by adjusting the threaded core rod until the voltage reads slightly greater than 0.00V DC.The core should thus be positioned to allow for 1.000 in, extension.1 EFFECTIVE DATE: April 1, 1982 REVISION: 4 PACE 4 of 15 1-105

I

4. Install the calibrator har with dial gage into the [

horizontal bench lathe. !

 -5. set the sage collars of the bar to the d,esired sage length. !

. 6. Install the extensometer onto the calibrator bar making ;sure that the knife edges are firmly seated in the !circumferential grooves of the gage collars.

7. Exercise the extensometer three cimas by traversing the lathe to a .500 in. extension for 6 in. to 24 in. nominal 'l4 f gage, .600 in. for 30 in. sage and .750 in. for 33 in. l gage and r turning to zero.

8'. Incrimentally position the extensonater from 0 to desired j

 . i deflection in .05 in. steps by observing the dial 7 L

indicator.- At each. stage, record the output voltage idisplayed on the digital voltaeter. Repeat the procedure ;from maximum deflection to 0 in. Record all data on modified WJE Forla 203 (see Page 14 of 14). f

9. Reduce data by calculating the differential voltages- ,

between each successive displacement increment. Average Pthe differential voltage values over the entire range.1 Multiply the average value by 20 to obtain the 'calibration constant in units of volts per inch. Record ~ !

 -all calculations on~the data sheet'.

III. MEASUREMENT EQUIPMENT: PLOTTER i To set the range of the X-Y autographic recorder, the following procedure shall be used: ,l EFFECTIVE DATE: April 1, 1982 REVISION: 4 PACE 5 of 15 1-106

 -- - - . .. . _ . ._ -. . -- _. _. ~. ._ ..

i 1.The load axis range is set by installing a dummy specimen'.i) into the test machine and loading it using the lowest machine range.

• 1

2. Stop the load indicating needle i at. the position i

corresponding to the maximum anticipated ' load during ij actual testing.3.Position plotter paper with predrawn axis onto recorder.Range the plotter by adjusting the " Vernier" control to ii the desired pen position corresponding to this maximum i} load.

4. Release 1 load on duany specimen and adjust zero position

{ of pen utilising the "Zero" control.{ 5.I Reload specimen to the indicated maximum load and, readjust " Vernier" to' desired maximum pen setting.

6. Repeat this procedure until upper and lower pen limits j

are satisfactorily stabilized, ij 7.The elonsagion axis is ranged by initially calculating the output voltage at 2% by the following formula:i 3V = .02 (C.L.) x C i 'yhere:i V = voltage at 2% strain (volts) i i G.L. =_ gage length of extensometer (inches)

C =

calibration constant of extensometer at specified gage length (volts / inch) f 8.1 Plug the leads from the adjustable power supply directly to the input tenminals of the X axis of - the . recorder. 'ETTECTIVE DATE: April 1, 1982 REVISION: 4 1-107 PACE 6 of.15

 , . , , - ,, __.m_ . _ . . , . . _ , - - . _ . _ , , ,..y.__ , . . _ . ., ~ , _ . -

I' {t

9. Adjust the power supply until output is zero volts as ,

i displayed on the digital voltmeter.- Using the "Zero" !l Icontrol, position the pen at the origin of the axis. [

10. Adjuse power supply to calculared 2% voltage, V. -Adjuse !

 " Vernier" control to position pen at des' ired point on graph. [

t i

11. Adjust power supply to zero and readjust "Zero" control t l

as necessary.

i l

 . 12. Repeat procedure until proper rating is achieved. }

t i f IV. IDENTIFICATION OF SPECIMENS ii Each shipment of spliced and unspliced specimens is accompanied by [appropropriate mI11 reports and manufacturing iden';ification. All l reports are reviewed by the WJE Project Engineer and placed in the f project file.f lAll specimens are uniquely numbered utilizing a coding system which !provides information concerning splice type, har size, bar manufacturer, t l and sample number. 'The first two numerals of the identification number i represent the size of -the bar. Letters following the leading numerals ;i indicated the splice type or control specimen. "BS" represents Bar-Grip Sleeve; "BSN" represents a 14 in. long sleeve designed specifically for-t ,nuclear applications; "STC" represents Bar-Crip Threaded Coupler; "U" 4 }represents an unspliced control bar. The middle numeral indicates the sequential specimen number within a given test series. The next letter !identificaiton, "S" or "C", indicates static or cylic load testing, i EFFECTIVE DATE: April 1, 1982 REVISION: 4 PACE 7 of 15 1-108 i

respectively. The final letter is assigned to represent the manufacturing steel mill of"the bar:A - Armco Steel Corp.B - Bethlehem Steel Corp.{ C - Border Steel Mills, Inc.D - Florida Steel Corp.E - North Star Steel Co..F - Marathon Steel Corp.All static and cyclic data sheets (See Samples, Pages 12 and 13 of

14) and plot sneets shall contain the unique specimen identification number associated with the bar being tested.

 }

Following testing, bar halves shall be wired together and an identification label securely affixed to the bar bundle. The tag vill icontain the following:

1. Job Number

2. Client

3. Engineer e

4. ' Date Tested

5. Specimen identification Number

6. Remarks

{All tested specimens shall be tagged and stored by WJE until a written order of disposition is received from the client.~V. STATIC TENS 11.E TESTS sThe following procedure shall be used for the static tensile testing of spliced and unspliced specimens:[( ErrtCT m o m . ru 1, 1,.2 ov1S1CN . , ACE S o f n 1-109

1. Unspliced bar specimens shall be marked on opposite longitudinal ribs with a scribe or punch at intervals of the coupler gage length divided by 3 overf the entire length of the sample, less the grip length.

2. Spliced specimens shall be marked with a gage length equal to the extensometer length. The initial gage

, length shall be measured and recorded in the appropriate space of the data sheets.

3. The bar shall be positioned in the test machine with a minimum 7 in. engaged in each grip. The extensometer shall be secured to the bar at mid-height. Care should be exercised to assure that the spring loaded knife edges of the extensometer are properly positioned over a bar rib or deformation.

4. Data load points shall be calculated utilizing ASTP.

nominal bar areas and yield strengths at each of the I

 "following stress levels: '.25 f 7 .50 f y .90 f y

2" Elongation l Values shall be filled in the appropriate spaces on the data forms.l IEFFECTIVE DATE: April 1, 1982 REVISION: 4 PAGE 9 of 15 1-110

5. The specimen identification number, bar marking, j

deformation pattern, date, and operator's initials shall, be recorded on the data form.

6. The zero. elongation voltage (V ) shall be read and g

recorded. The voltage at 22 elongation shall be

calculated as follows

I j V .02 (C.L.) x C

 =Vg '

.i Where 1V =Voltage at 22 strain (volts)Vg =Zero elongation voltage (volts) 1! C.L. = case length of extensometer (inches) i f C =calibration factor of extensometer at ia specific gage length (volts / inches) i The 2% elongation voltage shall be recorded in the appropriate space on the data sheet.1 7.i A plotter data sheet shall be positioned in the X-Y recorder and the pen zeroed to the origin of the j load / elongation axes.8.Load shall be applied to the specimen at a rate in accord with the following table:I 5AR SIZE MACHINE RANCE MIN. RATE MAX. RATE

#18 600 k

f

 .3 in/ min. 3.0 in/ min. #14 250 .09 .09 #11 k 250 .06 .60 -#10 k 250 .05 .51 #9 k 250 .04 .40 ETTECTIVE DATE: April 1, 1982 REVISION: 4 1-111 PACE 10 of 15 ~ g , , - ,n n - ---,

BAR SIZE MACHINE RANCE MIN. RATE ' MAX. RATE

 #8 100 .08 .79 !

l k

 , #7 '100 .06 M .60 . l l #6 50" .09 .88 '

k

 #5 50 .06 .62 i

9. Digital voltage readings and simultaneous momentary i ,

lifting of the plotter pen shall be made and recorded at -the loads calculated in Step 4. s j .

10. The apparent yield load, as indicated by a halt in the load needle or the L/D curve, shall be read and recorded. ;

11. For spliced and unspliced specimens, the extensometer ;

1 Ishall be removed at 2% elongation as indicated by the fvoltmeter. f

12. Following removal of the extensometer, load shall be continually applied until failure occurs. The failure ;

load and type of fracture shall be recorded on the data [

• i sheet.

13. The two ba'r halves shall be rejoined and total elongation measurements made by means of a caliper between the i original scribe marks. Values shall be recorded on the - !

data sheet.

14. The two bar halves shall be tie-wired together, and a proper identification label affixed.

i Ii iEFFECTIVE DATE: April 1, 1982 REVISION: 4' PACE 11 of 15 1-112 ,

VI. CYCLIC TESTING(The following procedure shall be utilized in the cyclic tensile( testing of spliced specimens: *

1. The coupled bar shall be positioned in the test machine

[with a min'aus 7 ir.. length engaged at each grip.

2. Loading range values shall be calculated and recorded on the cyclic data sheet (See Sample, Page 13 of 14) utilizing ASIM nominal bar areas and yield strength at the .0$f7 and .90fY.stress levels.

3. The specimen identificaicon number, bar marking, deformation pattern, date, and operator's initials shall be recorded on the data form.

4.I,oad shall be cycled 100 times between the two previously calculated values at a rate in accord to the table given in Section V, Step 8.5.After loading is completed, the bar and coupler shall be, inspected and all observations of slippage or distress noted on the data sheet.

6. Each specimen shall be subsequently tensile losded to failure at the rate deter 1sined in Step 8 of Section V.

Ultimate load and type of failure shall be recorded on the data form.EFFECTIVE DATE: April 1, 1982 REVISION: 4 PACE 12 of 15 1-113

Wiss. 32nDfy, 35tDfJ SDd A550Cialt1 IDC. 3 PERF0?."ANCI TESTING OT MSII.I RIZAR SPLICIS - 820300()STATIC'TIST

, SPICUEN No. l- 3AR PARK r

l COU?LER TYPE ICOUPLER LENGTH in. ! ]

 ,1 i

C3AR-CRIPSLEEVE EAR-GRIP THREADED COUPLER DuNSetIC:D3Ai _DEFOPJ'ATION PATTEg CRESCENT- (( ( ( ( * (ARMCO) ] HORIZONTIL llll (Matathon) i/s/s/OntAGoNAL (3rTutrazx) .OSLANT //// (NORTH STAR)LOAD vs. ELONGATION DATA l LOA.D STRAIN VOLTAGE Ext. Gage Length in.0 0 0 Calib. Constant v/in.

 .25 fy Lead Rate .5 fy l .6 fy X X .9 fy ,

Yield -( .Remove Extensonater

 .2% in bar 1

Breaking *

 - \ In in. Gage langth Load 'N. N {

j MODE OF TAILURE l-I 1I TISTED BY DATE Ij REVIE'J 3Y ,DATE l ETTECTIVE DATI: April 1, 1982 RIVISION: 4 Page 13 of 15 1-114

Wiss. Janney. Estner and Associates. Inc.PERIORMANCE TESTING OF TENSILE P25AR SPLICES 8203000 -CYCLIC TEST .1 SPIC!. MEN NO. l .l 3AR MARK li COUPLER IYPE I COUPLIR LINGTH in.i.BAR-GRIP SLIIVE

• l 0BAR-CRIPTHREADEDCOUPLIR 1

O unSitzcza n^a .8 DE70RMATION PATTERN L 0 CRzSC NT ccccc( (ARMCO) O SI).NT //// (NORTH STAR) l ] DIAGONAL W (3.*TdLEEM) i EORIZONTAL llll

 , (MARATHON)

CYCLIC TEST UPPER LOAD LIMIT (.9 fy) lbs LO'*ER LOAD LIMIT (.05 fy) _ lbs l LOAD RATE NO3ER OF CYCLES TIME STARTID-I .TI.T CO.T LITED i: COMM.ENTS ii 5i t I E i FI a, TESTED BY DATE IREVIEW SY ' l DATE ETTECTIVT. DATE: April 1. 198* REVISION: 4 Page 14 of 15

Wiss. Janney. Elsiner and Ass 0:itles. Inc.

 ?:oj ec: No. Clien: g E , Data I.Meenseme:e Calibration j No. Power Supply vol: age !! l lj Dial !- !

i

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{ ! .400 } ! ! l ! l ;

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i l l l l l l i 1 i 1-116 l .

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I ATTACHMENT 4 .SPECIFICATION 9763-WS-4D, " REQUIREMENTS FOR MECHANICAL SPLICING AND NON-DESTRUCTIVE EXAMINATION OF REINFORCING BARS SPLICED BY, SWAGE METHOD", REV. 1, DATED 6/11/82 ill NJ NOTE: All reference documents in this attachment are being used at present at Seabrook Site and are available for review on request. e ij re 1-117

i iREQUIREMENTS FOR MECHANICAL SPLICING AND NONDESTRUCTIVE EXAMINATION OF REINFORCING BARS SPLICED BY SWACE METHOD 1NO. 9763-WS-4D' IPUBLIC SERVICE COMPANY OF NEW HAMPSHIRE SEA 8100K STATION UNITED ENGINEERS & CONSTRUCTORS INC.PHILADELPHIA, PENNSTLVANIA 19101 JUNE 11, 1982 Prepar.d By: d' Ms f -

• DATE PREP. CHKD. APPR. - et u 1 Enginvar 1 6/11/82 h $$$ ,

3, g j g H. J. Kaplan, Manager 0 Materials Ensin'eering Approvedgy: .. M. E,n.r Pr.,...

 , M.....r 1-118 l

1

I ll I TABLE OF CONTENTS fa*ge No.1.0 SCOPE 1 fj .2.0 CENERAL INFORMATI3 2 2.1 Definitions 2( 2.2 Codes and Standards 2/ 2.3 Reference Documents 3 3.0 PROCEDURES & CENERAL REQUIREMENTS 4-3.1 Description 4 i 3.2 Procedures 4 3.3 Examinations 5-4.0 EXAMINATION, TESTING AND QA REQUIREMENTS 9 i "l 4.1 Qualifications and Records 9 4.2 Mater als and Test Requirements 9 4.3 Procedures Requirements 10 4.4 Initial Qualification Tests 10 I 4.5 Continuing Splice Tests 10 l4.6 Calibration of Equipment 13 4.7 Records and Reports 13 Table I Measurements for Bar-Crip Plain Couplers 14 Table II Number of Bites for Plain Couplers 15 Table III Measurements for Bar Crip Threaded Coupler (Type "E" and "F") 16 LTable IV Number of Bites of Threaded Coupler 17 Figure 1 Procedures for Assembly of Plain Swage Splices 18 r Figure 2 Procedures for Assembly Threaded Swage Splices 19 ll r[l fl lI L 1-119 Specification No. 9763-WS-4D f Rev. 1 L1 ,

1

 ~

{l JIDDrtIFICATION OF CHANGES _Complete rewrite of procedure 9(1-120 ]11

m A . +1 4i 49}9763-WS-4D CURRENT PACE LIST DC Page, Revision i 1

11 1 1

1 iii i I 1 1 2 1 3 1 ij 4 1 5 1 1!1 6 1 7 1 4I 8 1

! 9 1 i

j 10 1 11 1 l ,12 1 11 13 1 14- 1 t

 -15 i

,e, 16 1 17 1 18 1 19 -1 e1-121 iii- 4

UNITED ENGINEERS & CONSTRUCTORS INC.WS-4D REQUIREMEMTS FOR MECHANICAL SFLICING AND NONDESTRUCTIVE -EXAMINATION OF REINFORCING BARS SPLICED BY SWAGE METHOD 1.0 SCOPE This specification covers the requirements for mechanical splicing and destructive and nondestructive examination of the "reinforcing bars spliced by the swage method for joining rain-forcing bars used in Category I safety related structures, and containment structure covered by ASME Section III, Division 2.a lSpec. No. 9763-WS-4D Page No. 1 !1-122 Rev. 1

i E-i 2.0 CENERAL l' The engineering specification to which the fabrication and

• testing of the component (s) is to be performed, shall reference this document.

I'

• 2.1 Definitions The svaged reinforcing bar splice is a mechanical bute splice

' in which the deformations on the rebar(s) are interlocked with the splice sleeve by means of swaging (compressing) che steel sleeve onto the reber using hydraulically operated equipment desigaed for that purpose. The svaged splice may be l accomplished by:1 - Swaging 2 rebar ends into a common, plain sleeve coupler (svaging may be performed with both or only one ibar initially installed in the sleeve), or l 2 - Svaging 2 threaded coupler sleeves onto 2 rebar ends j and subsequently completing the splice using a threaded talloy steel stud.Construction Managers as used in this document shall be UE&c.}Supplier is defined as seller, supplier, manufacturer or vendor of swaging materials ~and equipment.

Contractor is defined as that organization actually engaged in

{construction activities.e jReview as used in this document shall mean review and resolution 4 .of all comments by the Construction Managers. ,Agency as used in this document shall mean the independent test-ing and inspection agency for the project.( 3.2 Codes and Standards The documents contained below, and in the engineering specifi-cation, shall be used as applicable when supplying items covered by this document.- In the. event of conflict it shall be submitted to the Construction Managers for resolution.Subarticle Numbe s (such as CC-4333) specified herein without a reference are understood to be taken from ASME Code Section III, Div. 2, Code for Concrete geactor Vessels and Containments.t Spec. No. 9763-WS-4D Page No. 2 1-123 Rev. 1 ^

American Society of Mechanical Engineers (ASME)Section III, Div. 2 Code for Concrete Reactor Vessels and Con- ,tainments, Summer 1980.Section V, Nondestructive Examination 4American Society for Nondestructive Testing (ASNT)SNT-TC-1A, Recommended Practice for Nondestructive Testing Personnel Qualification and Certification .American Society for Testing and Materials (ASTM)ASTM Standards as referenced in the body of this document American Concrete Institute (ACI)ACI 318 - Building Code Requirements for Reinforced Concrete I Nuclear Regulatory Commision (NRC) ,NRC regulatory guide 1.10 Mechanical (Cadweld) splices in rein- [forcing bars of Category I Concrete Structures. Rev 1, 1/73. !'(Tasting Frequency only) 2.3 Raference Documents j i9763-RM-1 Instructions for Site Records Management System.l lI l1 li l'I iSpec. No. 9763-WS-4D Page No. 3 Rev. 1 1-124_ _ __ _ _ _ _ i

 .- - .. .= .. . . _ .

l 0l i l 1, l ii i 3.0 PROCEDURES AND CENERAL REQUIREMENTS 43.1 Splice Description i The splice shall consist of a cold drawn, tubular, seamless steel sleeve which is svaged by hydraulic compression onto the' rebar end(s) so as to tightly grasp the rebar.by plastic defore-acion of the sleeve and interlock with the deformations on the bar. This is described in more detail in Section 2.1.3.2 Procedures j 3.2.1 All splices shall be made in accordance with the! recommendations of the supplier unless specified other-wtse in this specification.l I 3.2.2 Swa ging sleeves shall be stored in a level C storage i area as defined in ANSI N 45.2.2.! 3.2.3 Mitre on bar ends restricted only to the effect it has{ on the proper insertion of the bar ends into the sleeve.

Ends shall not have sharp (knife) edges at the circum-france. (See Paragraph 3.2.8) Ear ends shall be in-sorted within the splice sleeve as shown in Figures 1 1 and 2.

i

3.2.4 Bar ends shall be cleaned of heavy dirt, grease.

j concrete or loose rust. Power or hand wire brushing imay be used to remove such loose material prior to assembly j in the sleeve. Bar ends need not be dry.1 j- 3.2.5 Bars s'ha11 be marked at twelve inches from each end by I a nonindentation method such as a file mark as shown on.! Figures 1 and 2. Reference bar marks should not be l over 1/8 of an inch wide. (Punch marks'are not l permitted). Paint may be used for background marking' j so the proper insertion of the end(s) within'the sleeve l can be verified by post splice inspection. When required, j due to an obstruction, the twelve (12) inch dimension may vary by written approval of the contractor's quality

 ~

! assurance inspector. This' approval will be available l at the splice location prior to fitup, and recorded on I and attached to the inspection report.t .If the ends of the reinforcing bars are mitred, the witness marks shall be measured from the inside edge of the mitre. (See Figure 1 and 2) If there is a problem in determining the witness marks in the field, the-i it Spec. No. 9763-WS-4D )Page No. 4 1-125 g,,, 3 3

i a-t position of the splice can be verified by radiographic examination as delineated in paragraph 3.3.2.5.1,i 3.2.6 For all size bars, no manufacturer's mill marks shall be included on that portion of the rebar to be inserted into the splicing sleeve; excepting, however, that the ,manufacturer's mill marks may be included, provided 'that deformations are continuous and uninterrupted with no deformations omitted to acc M ace mill marks. ,e !3.2.7 When using a sleeve coupler with both rebars properly inserted (may be butted) vichin the sleeve, it is pre- ,ferred that swaging start at the center of the sleeve i and progress outwardly toward the ends of.the sleeve.When swaging either sleeve to one rebar, swaging should start near the center and progress toward the end of I the sleeve. In no case shall swaging be started at l both ends and progress toward the center. The last bite shall be made with the die projected beyond the end of the sleeve. The projection shall not exceed k l of the die bite length.3.2.8 Shear-cut rebars shall have the shear lip blunted or rounded. Other sharp (knife) edge reber ends which ,could cut into the sleeve shall be blunted or rounded. j j Blunting or rounding of such sharp edges may-be j accomplished by grinding, filing or peening.3.2.9 If it is necessary to remove a portion of the l longitudinal rib on the rebar in order to fit it into the splicing sleeve, the metal shall be removed by 'grinding only. In no case shall the entire rib be removed nor shall there be any undercutting of the rib ,into the stock material of the rebar.

• 3.2.10 Thrsaded couplers or sleeve couplers, which are svaged on'one end only and are stored in a laydown area or are :

embedded and are to be completed at a later time, shall be wrapped in plastic film and taped or are to be covered with the plastic inserts available from the i supplier to maintain cleanliness.3.3 Examination Requirements All splice examinations shall be performed to written iprocedures which have been approved by the Construction ,Managers prior to use.Spec. No. 9763-WS-4D Page No. 5 l

 -Rev. 1 1-126 . _ _ _ = - _ _ _ _ _ _ _ _ _ _ . _ _ . . ___u. - - . . . __ __ _ _ _ _ _ -.

e ii 1t 13.3.1 Splice Setup Examination, Prior to compression of the assembled splice it shall l be inspected to determine that it meets the requirements of Section 3.2 of this specification and the attached j Figures (1 and 2).When the minimum insertion requirements of Figures 1 &. 2 can not be satisfied, the splice may be made when approved by the Construction Managers. Construction 1Managers approval shall be based on consideration of sleeve elongation during splicing to satisfy the post splicing minimum inssetion requirements.I i 3.3.2 Post Installation Examination l1 The completed splice shall be visually inspected to the following criteria:3.3.2.1 Splice elo'ngation shall meet or exceed the

minimum finished splice length given in Table I d

or Tablo III. (If any splices do not meet} the required minimum elongation of the sleeve, 1 this could be the result of excessive die wear or a malfunction in the pressure source).l 3.3.2.2 The splice shall be inspected _tc ensure that each svage bite overlaps the adjacent bite.}The bites shall be consecutive and overlap e the previous bite in the direction of

swaging._ (No unevaged area is permitted i along the required svaged length). The maximum and minimum number of bites shall be

in accordance with Tables II and IV. The t' last bite shall be at least 3/4 of the die length.

l 3.3.2.3 The insertion of each bar shall-meet the.i minimum insertion requirement given in Table I! or III and measured as shown in Figures i! or 2.i

.3.3.2.4 When completing a joint using two threaded

! splices, the stud threads shall be engaged a j minimum of 90% in each of the splices. _ (Rebar shall not be inserted beyond the length co that 90% stud engagement cannot be achieved).Spec. No. 9763-WS-4D 1-127 Page No. 6 .Rev. 1 l

3.3.2.5 If it is visus 11y impossible to determine that the rebar has been inserted into the sleeve within allowable limits #,"then the splice may be radiographed to evaluate bar insertion as directed by the Construction Managers.Personnel Qualification and certification shall be in accordance with SNT-TC-1A.3.3.2.6 Any splice not meeting the requirements of 3.3.2.1, 3.3.2.2 and 3.3.2.3 shall be rejected. Rework of the splice shall not be ]permitted unless approved by the Construction Managers after acceptability is demonstrated by testing.The sleeve may be cut from the rebar and

 - replaced with a new sleeve. The rebar shall not be damaged beyond the acceptable damage specified in 9763.006-14-6. ,

3.3.2.7 Each splice shall be uniquely identified so that the following information can be retrieved from the records:a) Joint number (See Paragraph 3.3.2.8) b) Splice number (s). (When_ sleeve is swaged to one bar there shall be a record of two (2) splices when the joint is finally completed).c) , Splicer identification number d) Splicer consecutive spilce number e) Splice position (horizontal, vertical, or diagonal) f) Date on which the splice was made

3) Hour in which the splice was completed h) Sleeve identification number (Catalog Number) 3.3.2.8 Each completed joint shall be identified by the Contractor.

Example: 1546 6 (Sleeve Identification by Supplier)Spec. No. 9763-WS-4D Page No. 7 1-128 Rev+ I

Note:1546' = Jjint Number (Note: If splice is made in two[- _ separate operations, this must be identified by the joint number (s)).( 6 = Splicar Identification Number (Note:these could be more than one splicer per joint).(Sleeve Identification by Supplier) 3.3.2.9 Dings, Gouges, dents or other damage-to the sleeve is acceptable to the following limits:

a. For rebar sizes 5, 6, 7, 8, 9 & 10 defects up to 1/32 inch in depth to a length on the circumference equal to the circumferential width of one die bite flat.

b. For rebar sizes 11, 14, & 18, defects up to 1/16 inch in depth to a length on the cirucumference equal to the circumferential width of one die bite flat.

3.3.3 Qualification of Inspectors{Inspection personnel shall be qualified to a written procedure which details all the criteria for[ determining an acceptable svage splice joint. This procedure shall be submitted to the Construct. ion Managers for review and approval.3.3.3.1 Inspection personnel for Div. 2 work shall be qualified in accordance with Appendix VII of Div. 2.3.3.3.2 Inspection personnel for safey related Category 1 work shall be qualified in accordance with ANSI 45.2.6.[1-129 Spec. No. 9763-WS-4D Page No.-8 Rev.-1

l ij 4.0 EXAMINATION, TESTING AND QA REQUIREMENTS 1J 4.1 Qualifications and Records 4.1.1 The Contractor is responsible for the splices made by 1 jhis organisation and he shall conduct the tests required by this procedure in order to qualify the! splicing procedure and the splicers. q I4.1.2 The Contractor shall maintain a record of the splicing procedure and the splicers qualified and employed by him, showing the date, results of tests, and the ] 'identification mark or marks assigned to each splicer.These records shall be reviewed, verified, and signed by an authorized individual assigned by the Site Contractor. The records shall be accessible to the Owner, the Authorized inspector and the Construction Managers.4.1.3 No production splicing shall be undertaken until a splicer has been qualified. Only splicers who are )qualified in accordance with the Code paragraph CC-4333.4 shall be used.4.2 Materials and Test Requirements The splice system supplier shall conduct a series of performance tests in order to qualify his splice system for production use in accordance with CC 4333.2.4.2.1 The splice system performance tests have to be reconducted when any of the following occur:a) Change in splice sleeve asterial or grade b) Reduction in the cross-sectional ares of the splice sleeve c) Reduction in the bar engagement length d) Increase in reinforcing bar grade e) Change in~ swaging pressure f) Change in die geometry g) Change in outside or inside diameter.of sleeve beyond established dimensional tolerances h) Change in' stud materials i) Reduction of cross-sectional area of stud.j) Reduction of-stud engagement.Spec. No. 9763-WS-4D Page No. 9-

 **'* I 1-130

4 i1 4.3 Procedure Requirements iAll production splicing shall be performed in accordance with a written procedure which shall include at least the followin's information:(1) cleanliness requirements; (2) -type of equipment and methods used for swaging; (3) required swaging pressure, method of measurement, pressure tolerance, and frequency of checking of the hydraulic system pressure; ,method used to verify final aligneer; and engagement of (4) the splice on both bars; 2(5) bar end preparation; (6) sinimum and maximum number of svaging operations per! sleeve, see Table II or Table IV;! (7) method used to ensure sleeve la swaged along the required svaged length (See Figure I or II).l (8) limits of die wear and frequency of checking; (9) method used to ensure that stud is locked to svaged

. sleeve.

(10) post splice inspection of each splice;

; (11) splicer qualification tests.

1

! The procedure shall be subject to approval by the Construction Managers before work begins.

l

' 4.4 Splicer Qualification Tests

'j 4.4.1 Initial qualification testing of each splicer shall be performed in accordance with CC-4333.4.l e I 4.4.2 Requalification shall be performed if the splicer has

} not performed splicing for a period of three (3) calendar months or his ability to make mechanical l splices is questioned. Requalification shall be

{ identical to the original qualification procedure.4.5 Continuing Splice Tests Continuous splice testing shall be performed in accordance with j- CC-4333. 5.l 4.5.1 Splice Samples iSplice samples may be production splices (i.e., tFose i cut directly'from in-place reinforcing) or sister

splices (i.e. those removable' splices made in-place i

l l' Spec. No. 9763-WS-4D Page No. 10! 1-131 Rev. I Il

I Inext to production splices and under the,,same Icondition). Except as specified in 4.5.2 (c') sister a splices are not allowed except in conjested areas or g where taking production splices would lead to conditions, that may prove to be deterimental for providing satisfactory replacement splices as judged by the Construction managers. All sister splice substitutions for production tests shall be approved by the Construction Managers.4.5.2 Test Frequency Separate test cycles shall be established for horizontal , vertical and diagonal bars for Division 2 work. All work shall satisfy the testing cycle .requirements established in NRC Regulatory Guide 1.10.I splice, for testing purposes, shall be defined as the swaging of a sleeve to a single bar or to two bars.Splice samples shall be tensile tested in accordance l with the following schedule:(a) If only production splices are tested, the sample frequency shall be as follows:(1) one of the first 10 production splices; (2) one of the next 90 production splices; (3) two of the next units and each subsequent g unit of 1.00 production splices or fraction g thereof.(b) If production and sister spilces are tested, the .sample frequency shall be as follows:(1) one production splice of the first 10 g production splices; g (2) one production and 3 sister splices for the next 90 production splices; y (3) three splices, either production or sister g spilces, for the next and each subsequent unit of 100 production splices or fraction thereof.l

 , I Spec. No. 9763-WS-4D 1-132 Page No. 11 Rev. 1

NOTE: At least 1/4 of the total number of splices tested from each containment structure (ASME Boundary - Mac, Shell & Dome) shall be -production splices. At least 1/4 of the total number of splices tested from all other safety related splicing combined shall be production splices.(c) Straight sister splices shall be substituted for production test samples on short radius bent bars sad for splicing sleeves are welded to structural steel elements or the liner. A total sister Isplice test program may be implemented provided h that testing frequency is in accordance with l 4.5.2(b) except that all splices tested shall be sister splices.4.5.3 Tensile Test Requirements Continuing splice samples (above) shall be tested in accordance with code paragraph CC-4333.5.4. Test results shall meet the requirements of the above section.4.5.4 Substandard Tensile Test Results (a) If any splice used for testing fails to meet the strength requirements and failure occurs in the( bar, the Contractor shall notify the Construction Managers who will investigate the cause of the bar break. Any necessary corrective action affecting Isplice samples shall be implemented prior to-continuing the testing frequency of Paragraph 4.5.2.(b) If any splice used for testing fails to meet the strength requirerAnt? and failure does not occur in the bar, two additional splices shall be tested. If either of these ratests fails to meet the strength requirements, splicing shall be halted. Splicing shall not be resumed until the cause of failures has been corrected and resolved.(c) If the running average tensile strength of 15 consecutive samples fails to meet the strength requirements' splicing shall be halted. The Construction Managers shall investigate the cause and make the necessary corrective action.Spec. No. 9763-US-4D

 '*8' **

1-133 Rev. 1

 . .. _ -_ Y

(d) When glicing is resumed, the testing frequency shall be started anew.4.6 Calibration of Equipment When in use, hydraulic pressure gages shall be checked against ].calibrated gages at a frequency of at-least once of day to a written procedure which has been approved by the Construction Managers.4.7- Records and Reports 4.7.1 Recording of Test Results ]The results of all tensile tests obtained fron'the tests prescribed by paragraphs 4.2, 4.4 and 4.5 along with all other pertinent data shall be recorded. ]4.7.2 The following records and reports shall'be maintained in the Contractor's office and turned over to YAEC in accordance with 9763-RM-1 l (a) Test of-Procedure Qualification (b) Test of Inspector Qualification (c) Test of Splicer Qualification i(d) Certified Materials Test Reports of the Splice 3 Materials. (Materials shall be properly J identified to the point of consumption).(e) Record of Visual Inspection of Splices (f) Record of Destructive Tests of Splices (g) Record of Splice Locations. (As-built drawings including replacements for production test samples).(h) Method of Identification of Individual Splices (i) Equipment Calibration Results (j) Personnel Qualification procedures.(k) Othet procedures as required by the technical specification.Spec. No. 9763-WS-4D 1-134 Page No. 13

 , Rev. 1

i TABLE I MEASUREMENTS FOR BAR-CRIP PLAIN COUPLERS Pre and Post

• Minimus Bar Rebar Initial Length Final Length Insertion-I & I' Size L (In.) L+ L (IN.) Min. Each End (IN.)

 #5 3-1/8 3-3/8 1-3/8 i6 3-3/4 4 1-5/8

#7 4-3/8 4-5/8 1-7/8 i8 5 5-3/8 2-1/4 i9 5-1/2 6 2-1/2

 # 10 6-5/16 6-3/4 2-3/4

. # 11 6-7/8 7-3/8 3

 # 14 8-3/4 9-3/8 3-7/8 # 18 14 15 i

6-1/2 j

• Note: Ideally, an insertion depth of 1/2 L should be marked on the end(s) of the bar(s) to be joined and the bar(s) inserted into the sleeve 4

to that depth. Swnging should then be initiated (or completed) on the first bar and the second bar then inserted and butted against iche first bar.?1 aSpec. No. 9763-WS-4D 1-135 Page No.-14 Rev. I

TABLE II HUMBER OF BITES FOR PLAIN COUPLERS Original Minimum Maximum Press Model Bar Size Die Size - Number (s) Bite Length Sleeve Length No. Bites No. Bites 3 4 h

 #5 # 5 Plain BG 750 1.46 3-1/8 1.77 3-3/4 3 4 #6 # 6 Plain BG 750 1.57 4-3/8 3 4 #7 f 7 Plain BG 750 2.01 3 4 #8 # 8 Plain BC 1100/1140/1157 (1) 5 1.81 5-1/2 4 5 (2) l #9 i 9 Plain BC 1100/1140/1157 (1) 1.57 6-5/16 5 6 # 10 # 10 Plain BC 1100/1140/1157 (1) # 11 # 11 Plain BC 1100/1140/1157 (I) 1.46 6-7/8 6 7 # 14 # 14 Plain BC 1140/1157 1.18 8-3/4 8 9 0.91 14 17 19 f 18 # 18 Plain BG 1157 Y 3.15 14 5 6 # 18 f 18 Plain BP 3800 p

4 ojl ui 3 # 18 # 18 Plain BP 3800/BB 1157 3.15/0.91 14 (3) 2/11 2/13 P (3) 3/8 3/10

 ?E Notes: (1) The BC 1140, Bc 1157 and BC 1100 presses all have the same ran area. The corresponding dies for any given rebar size for the above presses therefore have the same octagonal profile and bit'e length as each other. Dies are not interchangeable in different press model numbers. "hu A The dies are marked for the proper press number, rebar size and the die pair serial number 'E which is unique for each die pair. The dies are also color-coded so that the color of the dies 0 -matches the color of the corresponding sleeve end.

(2) For swage splices which are made in two separate operations using the same type die, the -maximum number of bites may be increased by one.(3) For #18 rebar splices fabricated using two bites with the BP 3800, the minimum-maximum number of hitesg completiogingg RC 1157 is 11 for three bites with the m and 13 nerespectively; n - n amuL ,, ,, g _

h O L D 1' TAB 1.E III - MEASUREMENTS FOR BAR CRIP THRZADED COUPLZ_1 TTFE "I" AND Y F1Z AND POST MINIMUM BAR 24!IN 84f4#CD trsAR INI-IAL 1.IN TE TINAL LINC"E INSErION- MAIIMUM 3AR SIZI L (IN.) L

• at (IN.) MIN. ,

EACH END

• INS $ETTON =

f 5 3 7/8 *To 2 3/4 3 'f7L.

 # 6 4 7/JG 4 11/16 be 3 1/2 # 7 y 'f/j 6 5 1/8 provided 3 3/4 # 8 5/1 #

5 3/4 later 'g//p

 # 9 (,3/J L 6 3/8 4 3/4 # 10 -

7% 2.- 7 1/2 5 1/2

 # 11 7 3/8 7 7/8 5 3/4 f 14 7 9/32 9 3/4 7 1/4 # 18 12 3/16 12 3/4 9 1/2 Maximum bar insertion to allow enough roca for the threaded stud to engage I the required amount. gg ga g ac,gme.ocn VA45) \ A f'r0 V8 r USe c[ ll,ggglcc/ Couf /er-l l

tut ll b6 fuYSued /inber-[ Spec. No. 9763-US-4D I1-137 f*

 ]

v N ]OLD%i=' .TA3LE IV - Nm'3E1 OF BITES FOR T1DtEADED COUPLER RI3A1 FRESS ORIGIRAL F"7E MINIMUM MAIDtCM SI5E MODEL BITE LINCTE I.!NCTR NO. BITES 10. 3ITES f 5 BC 750 2 in. 3 9/16 in. 2 2

 # 6 BC 750 1 11/16 4 7/16 2 3 # 7 BC 750 1 29/M 4 7/8 3 4 # 8 BC 750 1 5/16 5 1/2 3 4 # 8 BC1140 1 59/M 5 1/2 2 3 # 9 BC1140 1 11/16 6 3/16 3 4 # 10 BC1140 1 29/M 7 1/16 4 5 f 11 3C1140 1 11/32 7 3/8 4 5 # 14 BC1140 17/M 9 9/32 7 8 i

i 18 BF3800 3 3/32 12 13/16 3 4 odf (/30 0 f00$ f g yi9 000f

 ,,y p p <su d w a Spec. No. 9763-W5-4D Page No. 17 ,)

1-138 g.,, t ;

 ~--- - - _ .DAR REFERENCE MK. NOT OVER lI/8,- WIDE SLEEVE SLEEVE OF AFTER \ \. ! LENGTH L REBAR SWAGING (L

• AL ) '.

( ASSEMBLY Y .I ~7 8/, AIM I 7k/\/\ ~ ~Vf /IfN) T[' -j+ 2.'J_/I./\V\/ I !!e REbAR : A. -

 ! c -I- .

f+ 7

 *-j *r- - - = 'JA*: e E' 2 $

i MITRE CUTENDR EAR DEFERENCE l SOUARE CUT EN6 870

 "*"" 12 HEE NOTEIB)\ 5 12-iSEE NOTE 1.0) I = t = .- _ + O l NOTES.

1. PRE 4NSPECTION . , , , , , , _ , _ , , ,

• THESE INSPECTIONS CAN SE PERFORMED WITH A 00-40 00 6 A) CHECM ENOS OF SOTH SARS FOR CLEANLINESS PRIOR TO ASSEMSLY .N SLEEVE.

w e O AGE EXCEPT THAT THE FINALINSERTION SHALL SE RECOROED SI S AR REFERENCE MARK SHALL SE SET AT 12 INCHES FROM 1HE END OF THE SAR. HOWEVER. OUE TO 1 FOR SAMPLES USED FOR TENSILE TESTING 3 OSSTRUCT SONS. THIS OlHENSeON CAN DE CHANOED SY THE CONTRACTORS OA INSPECTOR ISEE 3 2 53 AND THE MOOlflED DlWENSION 360ALL SE RECORDED ON THE INSPECTION REPORT ANO USED FOR THE aNSERTION[@ , CALCULATION (SEE I C) ANO 2 C) SELOW.e OWlHO PROCEDURE:C3 C88ECM INSERTION OF EACH SAR aNTO SLEEVE SEFORE SWAOING SY THE F

 ' (1) MEASURE LENOTH A*

o 12; CALCUL ATE INSERTIOtt F s it' - A* (NOT ALWAYS 12" SEE NOTE I S)).j (3) F MUST SE EOUAL TO OR ORE ATER THAN il4E MINIMUM ALLOW ASLE INSERTION FOR E ACH S AR SHOWN --IN T ASLE IUNLESS APPROVED SY THE CONSTRUCTION MANAGERS.PROCEDURES

2. POST INSPECTION FOR ASSEMBLY OF Ai CHECx StEEvt EtONOAfiON PER TAStEnt.at, .

PLAIN SWAGE SPLICES Si VERIFY SLEEVE HAS SEEN SWAOeD CONSECuitvEtV OvER ENiiRE tENOTH AND NuuSER Or SITES iS ON _,_ACCORDANCE WeTH TASLE 5 C3 CHECM 880ERTsON OF EAQt SAR INTO SLEEVE AFTER SWAOSHO SY THE FOLLOWlHO PROCEDURE;

11) MEASURE LENGTH A a psuwoes M On@n00m (2) CALCULATE INSERTIONI s 92*- A (NOT ALWAYS 12*.SEE NOTE I 8)) -

435 IMU3i SE EQUAL TO OR OREATER THAN Ti4E MINIMUM ALLOWABLE INSERTION FOR EACH SAR $440WH FIGURE I SNTABLET l

 . $..nycral he pursuw/ /uer ase of -Maded couf f e, n,'t/ge 'I .

e ' Uk!! HEF ERENCE MK. tiOT OVEN l t/8",W10 E .( ASSEMDLY - -b U lL-.,.l

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• SLEEVE AFTER SWAOttlG it
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l ATTACHMENT 5 PERINI FCCP-8, " MECHANICAL SPLICING OF REINFORCING BARS 8Y 11tE SWAGE METHOD",REV. O, DATED 3/10/82 ll ll NOTE: All reference documents in this attachment are being used l at present at Seabrook Site and are available for review l on request.l ii il lW 1-143 l

I mP 1. I .

 . I rasa 2 a, _ iz powsm a ucrons me. , TITLE: .

MECHANICAL SPLICING OF REINFORCIe 'BARS BY THE SWACE METHOD

 )

l Field Civil Construction Procedure No. FCCP-8

 .Seabrook Station 9763.006-1-1: S!G-223

_ Package No. 9 EN U. E. & C. INC.Date s_ March 30, 1982 JUL131982 Revision:_ o SEABROOK STATION s__ i tl

?.n v . Data Deseription Supt. +

QA/QC Prcpared By:_Approved By:IM i oje'Ct S/perintendent

 / b /pt,a' ~

Approved By:_ o7 -u ;}l Supervisi5g QA Engineer 4/ / 8/8%.-

 ' Da te '

1-144

• i

 - j

Issue Date FCCP-8 Rev. No. O P Rl I -

 . R;v. Date se=en e a == =c. Page 2 of 12 / .! SEABROOK STATION i !

FACKACE NO. 9 l 1

 . INDEX PAGE Title Page No.

Title Page . . . . . . . . . . ........... 1 Index. . . . . . . . . . . . . . . . . . . . . . . . 2 1.0 Scope. . . . . . . . . . . . . . . . . . . . . . . . 3 l2.0 Purpose. . . . . . . . . . . . . . . . . . . . . . . 3 l3.0 Re fe renc e s . . . . . . . . . . . . . . . . . . . . . 3 l

4.0 Attachments. . . . . . . . . . . . . . .'. . . . .. 3

+I 5.0 General. ... . . . . . . . . . . . . . . . . . . . . 4 i

 ........... 5

{l 6.0 Procedure. . . . . . . . . . . ........... 6 I ........... 7 1i

 ........... 8

{ t.0 Destructive Testing. . . . . ............ 9 Jj 8.0 Quality Assurance / Hold Points. . . . . . . ,

 ..... 9 Attachment A - Table I . . . . . . . . . . . . . . . 10, Attachment 5 - Table II. . . . . . . . . . . . . . . 11 Attachment C - Figure I. . . . . . . . . . . . . . . 12 I

k l1-145

l Issue Date \. FCCP-8 Rev. No. O P iID I Rev. Date . . re . Page 3 of 12 l tSEABROOK STATION

 , PACKACE NO. 9 ,

1.0 SCOPE 1.1 This procedure applies to the installation of reinforcing bar mechani-cal splices by the swage nethod (Dayton Bar-Crip mechanical splicing. system). ,1.2 This procedure may be used in all safety related structures and con-tainment structure covered by ASME Section III, Division 2. i 1.3 Non-safety related installations shall be installed per FCCP-304.l 2.0 PURPOSE 2.1 ' This procedure provides a safe and economical method for construction ,personnel to install mechanical splices of reinforcing bars by the !

 , swage.nethod in accordance sich UE&C specifications and manufacturers instructions (Dayton Bar-Crip Splice, Inc.).

3.0 REFERENCES

l 3.1 UE&C Specification No. 9763-WS-4D - Requirements for Mechanical ;, Splicing and Nondestructive Examination of Reinforcing Bars Spliced by l Swage Method. ,3.2 ASME Section III, Division 2, Code for Concrete Reactor Vessels and l l Containments, Summer 1980 Addenda ;3.3 American Concrete Institute - ACI-318 '3.4 Perini Procedure QAP-10.18 - Bar-Crip Splice Inspection ;i 3.5 Perini Procedure QAP-10.19 - Qualification of Bar-Crip Operators 3.6 Dayton Barsplice, Inc., Bar-Crip Systems Operating Manual 3.7 Perini Procedure FCCP Receiving, Inspection and Storage of Nuclear and/or Safety Related Equipment and Material 3.8 Perini Procedure FCCP-160 - Reinforcing Steel Placement i3.9 Perini Procedure FCCP Cadwciding 4.0 ATTACHMENTS l4.1 Attachment A - Table I, Measuremer.ts for Bar-Crip Plain Couplers 1-146

 ' Tesue Date Rev. No. O \4IU P l FCCP-8 Rov. Date - =ve m . Page 4 of 12

{SEABROOK STATION[ PACKAGE NO. 9 4.2 Attachment 3 - Table II, Number of Bites for Plain Couplers[ 4.3 Attachment C - Figure I, Assembly of Plain Swage Splices 5.0 CENERAL{5.1 only qualified operators as qualified per QAP-10.19 shall make mecha-nical splices by sweging. The splicing Foreman shall appoint the[ operator of record for each splice.5.1.1 Qualification shall be required for each position of the bar.{ (horizontal, vertical, diagonal).5.1.2 The goalification shall be performed on two consecutive accep-table splices on the largest bar size for each position.5.1.3 Qualification will remain continuous provided the operator has satisfactorily complaced the type of splic (position and size)-( within the prior three month period.S.1.4 Raqualification shall be performed if the qualification has{ expired or the ability of the operator to make mechanical spli-ces is questioned.f 5.1.5 Each qualified operator shall be assigned a unique iden-.l tification number.

 '5.1.6 Quits, accidents and transfers shall be monitored and QA shall

( be notified of such to determine if test splices are required. .5.2 only the material and equipment as qualified and approved by the{ Construction Manager shall be used for mechanical splices by swaging.5.3 A map of all mechanical splice locations (cadweld and Dayton Bar-Grip) shall be furnished to the splicing Foreman and to the Chief QA[ Inspector. The splice locations including replacements for production test samples and rejected splices shall be documented on as-built

- drawings.

5.3.1 Splices will be identified by QA per QAP 10.18.5.4 Precautions --{5.4.1 The inner and outer pressing dies must be coated with a release agent (e.g., Krylon Mold Release). The die surfaces should be .[.I 1-147 9

t Issue Date k El FCCP-8 Rev. No.Rev. Date Ow PJ si m , Page 5 of 12 [SEABROOK STATION PACKACE NO. 9 .cleaned and recosted as necessary to prevent the sleeve from )sticking to the die after the splicing operation.5.4.2 The press should only be operated with a bar and sleeve in position and with the die locked in position with the die {retaining pin. Extensive damage to the press will result if improper ficup occurs.5.5 Couplers which are lef t on the bar in the field that are not to be completed by the next shift, shall be protected by plastic inserts or wrapped in plastic and taped.5.6 Dings, gauges, dents or other dan. age to the sleeve after svaging is acceptable to the following limits:

a. For rebar sizes 5 thru 10 defects up to 1/32 inch in depth and not exceeding the width of a die bite flat in length in the transverse direction with no limitation in the longitudinal direction.

b. For rebar size 11,14 and 18 defects up to 1/16 inch in depth and not exceeding the width of a die bite flat in length in the trans-verse direction with no limitation in the longitudinal direction.

5.7 Welding shall not be permitted on the couplers. Couplers with are strikes shall not be used.5.8 Die Wear e 5.8.1 The expected number of bites before die wear becomes apparent is in excess of 30,000 bites. 9 hen a die set,begins to wear, the

 ,, surface of the bite area becomes crinkled and uneven.

5.8.2 Each die set shall be cleaned and visually inspected for die wear daily during use prior to start of work by a qualified operator.5.8.3 If a die set la suspected of wear one of the .following should be followed.5.8.3.1 The die set shall be rejected and replaced with a set in good condition, or not used until verified good by

 . QA per QAP 10.19. Hold Point 5.9 Stagger requirements for mechanical splices (cadweld and svage, Dayton Bar-Crip) shall be per FCCP-7.

1-148 5-

L L

 'Is ue Date FCCP-8 7

R:v. No.R v. Date O P

 .J dI v Page 6 of 12 l

SEABROOK STATION rI

• PACKACE NO. 9 6.0 PROCEDURE L

6.1 All splices shall be made in accordance with the recommendations of the supplier unless otherwise stated in this procedure.7 Le 6.2 Preparation of Bars E 6.2.1 The mitre og bars is only restricted to the effect it has on the proper insertion into the sleeve excgpt saw cut ends of bars. Saw cut mitres shall not exceed 4 6.2.2 Shear cut or other sharp knife edge rebar shall have the shear lip or edge blunted or rounded by grinding, filing or peening.( 6.2.3 Bars shall be cleaned of heavy dirt, grease, concrete or loese

 - rust. Power or hand wire brushing may be used to remove the loose material. Bar ends need not be dry.

6.2.4 Manufacturer's mill marks shall not be included on the portion of the bar to be inserted into the sleeve, except when the deformations are continuous and uninterrupted with no defor-[ nations omitted to accomodate the mill marks.6.2.5 If it is necessary to remove a portion of the longitudinal rib on the bar in order to fit it into the sleeve, the rib shall be{ removed by grinding only. In no case shall the entire rib be removed nor shall there be any undercutting of the rib into the stock material of the bar.6.2.6 Witness marks shall be nade twelve inches from the end of the reinforcing bar. This twelve inch dimension may vary due to an h obstruction. When this occurs the QA Inspector shall approve and record the dimension prior to fit-up. (HOLD POINT) 6.2.6.1 The witness marks shall be made by a nonindentation{ method such as a file mark. Punch marks are not permitted.

 - 6.2.6.2 Faint may be used for background marking and the wit-ness mark shall not be over 1/8 of an inch wide.

( 6.2.6.3 If the ends of the bars are mitred the witness mark shall be measured from the inside edge of the mitre.u 1-149

 - . _. - _ _ - _ _ _ _ _ _ - _ _ ______-___--__________________Y

J Issue Date FCCP-8 Rev. No. o P R. I Rev. Data ee-ea neweve== =s. Page 7 of 12 ]

 \

SEABROOK STATION

 }

FACKAGE NO. 9 6.3 Fit-Up

 ]

6.3.1 Prior to swaging the splice shall be inspected by QA to deter-eine that the minimum insertion per Table I is acceptable.(HOI.D POINT) * ]6.3.1.1 Wen the minimum har insertion can not be satisfied, the splice may be made when approved by tne

 ]J Construction Manager.

6.4 Swaging

 , )

6.4.1 Only the press models shown in Table II shall be used. The correct size die, press and sleeve shall be used corresponding to the rebar size. (HOLD POINT) ]6.4.2 The dies shall be coated with the release agent and the splice 3 properly assembled in the press. J 6.4.3 Each svage bite shall be accomplished by compressing the sleeve until the operating pressure of 10,000 1 300 psi is reached.6.4.3.1 Hydraulic pressure sages to measure the operating pressure shall be checked against calibrated gages by QA prior to use each day. Hold Point.6.4.3.2 When the automatic cut off exceeds the range of 10,000 11100 psi but is still within the required operating J pressure, the equipment may be used, however at the earlist convenience it shall be adjusted to trigger as close to 10,000 psi as possible.

 )

6.4.4 Direction of Swaging 6.4.4.1 The preferred direction of swaging is to start near the center of the sleeve and progress toward the ends of the sleeve.6.4.4.2 When swaging only one bar at a time the swaging shall start near the center and progress toward the end of the sleeve. The first svage bite should not be beyond the end of the bar as this may prevent the second bar ]from butting to the first and not providing the mini-num required insertion. The remaining swages on the 1 first bar may be completed when the second rebar is J coupled.1 l1-150 '

Is::ve Date Pk iC i FCCP-8 R v. No. o i R::v. Date m. imm Page 8 of 12 i \

! SEABROOK STATION f

I PACKACE NO. 9

! 6.4.4.3 In no case shall swaging be started at both ends and

{progress toward the center.l 6.4.4.4 Swage bites shall overlap the adjacent bite in the ldirection of swaging. Bites shall be continuous along the required swaged length and the maximum and minimum number of bites shall be in accordance with Table II.d I 6.4.4.5 The bite overhang at the end of the sleeve shall not l exceed 1/4 of the die bite length.l 6.4.4.6 Rework of the sleeves is not allowed.l 6.5 Post Inspection and Repair 1! 6.5.1 The completed splice will be inspected by QA in accordance with j QAP-10.18. The splice shall conform to the following criteria.y

! 6.5.1.1 The splice elongation (final length) shalt meet or j exceed the minimum given in Table I. If any splices l

do not meet the required minimum elongation of the j sleeve, this could be the result of excessive die wear j or a malfunction in the pressure source.! 6.5.1.2 The maximum and minimum number of bites are in accor-) dance with Table II. The bites shall be consecutive 1and overlap the previous bite.! 6.5.1.3 The minimus insertion as shown in Figure 1 shall meet the requirements given in Table I.6.5.1.4 If it is visus 11y impossible to determine that the reber has been inserted into the sleeve within allmtable limits, ttien the splice may be radiographed l to t/aluate bar insertion as directed by the

! Construction Manager.

6.5.2 In the event a completed splice is not acceptable the splice

 , shall be removed by cutting the reinforcing bar or cutting the sleeve from the rebar. The length of rebar removed shall be determined in the field to suit local conditions. The rebar i shall not be damaged beyond the acceptable damage criteria per FCCP-160. (HOI.D POINT)

! 6.5,3 Where an accepted splice must be removed, QA shall be. notified

• prior to the removal. (HOLD POINT) 1-151

Iirsue Date Rev. No. O (gm/ FCCP-8 PE R3 N I Rev. Date b,d bSEABROOK* iTATION

 , Page 9 of 12 j 1

PACKAGE NO. 9 6.5.4 Depending on field conditions, the splice removed shall be replaced by:6.5.4.1 Two additional splices and a length of rebar.6.5.4.2 One splice and a length of rebar 6.5.4.3 One splice.

 ]

7.0 DESTRUCTIVE TESTING 7.1 Splice samples for destructive testing shall be either " sister" or

 " production" splices.

7.1.1 Production splices shall be cut directly from in place.reinforcement.7.1.2 Sister splices shall be made immediately adjacent to production

! splices, and the degree of difficulty of installation of the production splice shall be duplicated as close as possible.

(HOLD POINT) 7.2 The QA Inspector per QAP 10.19 shall, based on the need for tensile testing, randomly select the required svage splices to be tested. <Test splices shall have the rebar painted yellow at one end of the splice.7.3 The Rebar Superingendent shall ensure that all test splices have been cut out and delivered daily to the Testing Laboratory.7.4 The Rebar Superintendent shall maintain a log of test splices.7.4.1 The QA Department shall give a list of test splices to the Rebar Superir.tendent.7.4.2 The Rebar Superintendent shall compare the two lists, to ensure that all test splices have been cut out and delivered to -the testing lab. -!

 ^

8.0 QUALITY ASSURANCE / MOLD POINTS j 8.1 Restrictions and Hold Points shall be adhered to as specified in Paragraphs 5.8.3.1, 6.2.6, 6.3.1,'6.4.1, 6.4.3.1, 6.5.2, 6.5.3 and '

7.1.2.1-152 y -c -

 ---g-r r ,.- w m_

Attocheext A FCCP-8 L Page 10 of 12 lTABLE I , MEASUREMElfrS FOR BAR-CRIP P_ LAIN COUPLERS f lPRE AND POST MINIMUM BAR REBAR INITIAL LENGTH TINAL LENGTH INSERTION SIZE L (IN.) L+ L (IN.) MIN. EACH END'

 #5 3-1/8 3-3/8 1-3/8

(

 #6 3-3/4 4 1-5/8

( #7 4-3/8 4-5/8 1-7/8

 #8 5 5-3/8 2-1/4 #9 5-1/2 6 2-1/2 # 10 6-5/16 6-3/4 2-3/4 # 11 6-7/8 7-3/8 3 # 14 8-3/4 9-3/8 3-7/8 # 18 14 15 6-1/2 o

I)1-153 i

' Attcchment B !PCCP-8 Page 11 of 12

• l TA8LE E - NUMBER g BITES FOR PLAIN COUPLERS DIE MININUM NAXINUM ;

BAR SIZE TYPE PRESS N0 DEL (1) BITE LENGTR NO. BITES NO. BITES !

 #5 Plain BC 750 1.46 3 4 (2) * #6 Plain BC 750 1.77 3 4 (2) f7 Plain BC 750 1.57 3 4 (2) .?

f8 Plain BC 1100/ 2.01 3 4 (2)

1140/1157 s

 #9 ~

Plain BC 1100/ 1.81 4 5 (2) 1140/1157 '

 # 10

• Plain BC 1100/ 1.57 5 6 (2) 1140/1157 1

f 11 Plain BC 1100/ 1.46 6 7 (2) 1140/1157 I i 14 Plain. BC 1140/ ~ 1.18 8 9 (2) 1157 j i 18 Plain BC 1157 0.91 17 19 (2) i 18 Plain BP 3800 3.15 5 6 i 18 Plain BP 3800/ 3.15/0.91 2/11 2/13 (3)BC 1157 3/8 3/10 (3) -

 . l NOTES: '

i (1) The BC1140, BC1157 and BC1100 presses all have the same ran area. The !corresponding dies for any given rebar size for the above presses therefore 'l have the same octagonal profile and bite length as each other. Dies are not(interchangeable in dif ferent press model numbers.

 -l The dies are marked for the proper press number, rebat size and the die pair serial number which is unique for each die ptsir. The dies are also color-coded so that the color of the dies matches the color of the corresponding l aleeve end.

l (2) For swage splices which are made in two separate operations using the same type die, the maximum number of bites may be increased by one. ;l (3) Por #18 rebar splices fabricated using two bites with the BP3800, the t lminimum maximum number of bites for completion using the BC1157 is 11 and 13 r respectively; for three bites with the BP3800, the einimum maximus number of (bites for BC1157 is 8 and 10 respectively. '

 -t 1-154

DAR REFERENCE FAK. FIOT OVER 1/8" WIDE SLEEVE SLEr.JE OF

 . AFTER LENGTH L q ASSEfAllLY SWAGING (L

• aL ) REDAR

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l.f N._VNALxI. !.Z['u _. s i V REllARy

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r e A ;- : I: 4__- l'% A*MITRE cut END RAR flETERENCE SOUARE C'UT END e fjARK 12" (SEEE f10T$ 1.0) 12" (SEE NOTE 1.0) nOi t s

 *These inspections ca'n be performed with , . enE u.r.crci.n,,

a go-no-go gage except that the final y As cutca Enus or nOrn nAns On cLEANLmESS PnlOn TO ASSEuhlY m SLE EVE.insertion shall be recorded for samples 9 C CAn nrrEnf Het M Af tet 54sALL nE SET Af 12 INCleES FnOM TleE EN OF kIIE D Atl. HOWEVEn. DUE 10

• a OnsinucuanS.uusoeufne.ionc'AnnEcuAnoEnav niEcOn hat:tOnsOAmsrEc OntsEE use nsE hsed for tensile testing. Q

 -t n.ut usion suAs a or nEconoEn ON niE msPEcnON ntront Aub usf o rOn toe msEnnOn )

crtcln AvionistE a ci Ann a cinuGW . -c7 ci cnica inssanOn on racu n An miO SLfEVE DEront SWAcm0 av THE FOLLOWING 1110CEDunE:vi e.r Asuar traine A-

 .,.S

(?s cat Cut AIL seastset:ONI s 12*. A'(NOT ALWAYS 92* SEE NOIE I Bil. r'.138 3*ssuS t IlE rett e At 1000 GREAT En titan ulE MINIMUM ALLOWAnL E see..nisOH ron E ACN ban SHOWN SH 8 Allt E l4 seat ($3 ArgngQvgg 31[ T3gE CONSinUCisON MANAGER. h a2 .)Si lNsPECllOf 4

 ' ASSEMBLY OF As entc= FtrEvE rioe.nAi eu ren t4stErit.ati.* ;f . PLAIN SWAGE SPLICES . ni vina v si re vr nAs ris as swAGro consECullVRY OVEN ENnnf LyJGTH AlsO HuunEn Or DalESIS BN c n.co..u4..cr iv. .. r ... t a rp Ct Cset ca ers'.rnisees sw ' sAi

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j ll 1-156

l ATTACHMENT 6 .PERINI QAP 10.18 "BAR GRIP INSPECTION",REV. O. DATED 7/9/82 NOTE: All reference documents in this attachment are being used at present at Seabrook Site and are available for review on request.6 1-157

b -QJALITY ASSURANCE /AININISTTIATIVE PROCEDURE QAP 10.18 REV. O BAR GRIP INSPECTION DATE: 7-9-82 PAGE 1 0F 15 PROJECT I1!PLE1!ENTATION PROCEDURE FOR SEABROOK STATION 9763.00G-1-1: SNH 223 BY PERINI POWER CONSTRUCTORS, INC.DESCRIFFICN:REVISION 0: Initial issue.S 'REV. DATE DESCRIFFIG U ,P ER RECEIVED ll. E & C.S ESEABR00K STATION ES .. p , ,ORIGINA10R 7 DATE: 7./2.PZ.SITE QA MANAGER ( [ [ . D Meyi [ DND:: 7- /.2 - 8 2 -l AS'.!E ILTEL III [ C. 8 DNn;: 7./2.#L IPIKUECT 11ANAG131 ,;. DNIE:CXIIDIATE QA 1W4AGER a 1-158 VICE PRESIDi37-DIRECIOR d4 DATE:

~

 \

PEUJI it

 , ,g, _ QAP 10.18 s

REY: O DATE: 7-9-82 PAGE 2 0F 15

• I INDEX

; Title Page . . . . ..............I

index ................... 2 1.0 Scope . . . ... .......... 3 2.0 Purpose. . . ............. 3

{ 3.0 References . . . . . . . . . . . . . . 3 1 4 14.0 General . . ............. 4

; 5 1

1 5.0 Procedure . .,............ 5

! 6 i 7 8

2 '6.0 %etained Documentation . . . . . . . . 9 e7.0 Exhibits and Appendices . . . . . . .9 iExhibit A 10 Exhibit A instructions 11 12 J

Appendix i 13 14 Appendix Il 15 f

i 1-159

 =

ea.P .Lip4 I powen f muefene east.

 /\

QUALITY ASSURANCE / ADMINISTRATIVE PRCOEDURE QAP 10.18 REV. O BAR GRIP INSPECTION DAlt. 07-09-82 PAGE 3 of 15 1.0 SCOPE 1.1 This procedure describes the actions taken by Quality Assurance per-sonnel during the inspection of the mechanical splicing of reinforcing steel by the Swage method.1.2 This procedure also describes the program for administering the docu-mentation and monitoring of the physical inspections made by QA personnel.1.3 For the purpose of this procedure splices shal,1 he Bar Crip mechanical splices manufactured by Dayton Barsplice Inc.2.0 PURPOSE 2.1. This procedures 2.1.1 Identifies the personnel responsible for performance of inspections.2.1.2 Provides the methods and guidelines for performing inspections. )2.1.3 Identifies the method for documenting inspections.2.1.4 Provides Hold Points, as appropriate, to assure that Bar Grip [splices are acceptable prior to placement of concrete in speci- (fic pours.2.1.5 Provides guidelines for Level II verification of inspections performed by Level I inspectors.

 ,l 2.1.6 Provideo acceptance criteria for completed Bar Crip splices.

3.0 REFERENCES

3.1 UE&C Specification 9763-WS-4D, Requirements for Mechanical Splicing and Nondestructive Examination of Reinforcing Bars Spliced by the l Swage Hethod 3.2 Quality Assurance Procedure, QAP 2.0 - Qualification and Certification of QA Personnel ,3.3 Quality Assurance Procedure, QAP 8.0 - Identification and Status l Control

 'l-160 s

_ -_ _--___---a

P -Ujl

 /*

QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.18 REV. O BAR CRIP INSPECTION DATE 07-09-152 PACE 4 of 15 3.4 Quality Assurance Procedure, QAP 10.5 - Concrete Preplacement, Placement and Postplacement Inspection 3.5 Quality Assurance Procedure, QAP 10.19 - Qualification of Bar Crip operators 3.6 Quality Assurance Procedure, QAP 12.0 - Calibration of Inspection Equipment .3.7 Quality Assurance Procedure, QAP 15.0 - Reporting of Nonconformances 3.8 Field Civil Construction Procedura, FCCP Mechanical Splicing of Reinforcing Bars by the Swage Method 3.9 ASME Codeg Section III Div. 2 - 1980 S sauner Edition 4.0 GENERAL 4.1 QA personnel performing inspections of splicing operations shall be qualified and certified in accordance with QAP 2.0.4.2 Initial qualifications and continuous qualification of operators shall be controlled and documented in accordance with QAP 10.19.4.3 Bar Crip splices shall be acceptable and the appropriate item on the Concrete Preplacement' Inspection Report (Exhibit A of QAP 10,5),completed to identify acceptance prior to concrete embedment.(Concrete Hold Point).f 4.4 The Authorized Nuclear Inspector has the right to witness and/or inspect swaging activities in Code areas at his discretion. Those swaged splices witnessed by the ANI shall be identified by the ANI's initials and date on the applicable inspection report. Bar Crip Splice Test Records and Daily Reports shall be made available to the ANI upon request.4.5 This procedure is applicable to the inspection of plain Bar Crip couplers.4.6 The locations of all permanent Bar Crip splices, ' including ' replace-i ments for production test samples and splice positions shall be shown on as-built drawings developed by Peiini Engineering and maintained as QA documentation.1-161

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QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.18 REY. 0 BAR GRIP INSPECTION 6 ATE 07-09-82 Pact 5 of 15 4.7 Bar Crip couplers which are swaged on one end only and are stored in a laydown area or left on the rebar in the field and are not to be completed on the next shift, shall be' wrapped in plastic film and taped or are to be covered with the plastic inserts which are ,available from the supplier.5.0 PROCEDURE 5.1 The Supervising Quality Assurance Engineer (SQAE) shall:5.1.1 Review each completed Daily Svaging Inspection Report (DSIR -Exhibit A). (As each map / group of DSIRs is completed, the records shall be forwarded to the QA Records section for recen-tion as QA Records).5.1.2 Review completed splice maps provided by Perini Engineering, and forward to the QA Records Section for retention as QA record.5.2 The Chief Inspector shall:5.2.1 Assign QA Inspectors to perform inspections on splicing (Level II and/or Level I).5.2.2 Assign appropriate number of lead inspectors (Level II) to monitor inspections of the assigned' Level I inspectors.5.2.3 Inform the QA Inspectors of the Bar Grip testing requirements on a daily basis.l 5.2.4 Assure Daily Swaging Inspection Reports (DSIRs) are turned in to the Splice Records and Qualification Coordinator (SRQC) daily.5.2.5 Assure previously incomplete, DSIRs are completed and resub-mitted, to the SRQC (see paragraph 5.3.1).5.3 The Splice Records and Qualification Coordinator (SRQC) shall:5.3.1 Return DSIRs that are not completed to. the Chief Inspector and maintain in suspense completed DSIRs that identify test splices requiring tenslie test-results.1-162

 \ 'h /t QAP 10.18 QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE REY. O BAR CRIP INSPECTION DATE 07-09d82 fa*gE 6 of 15 5.3.2 Maintain a working file of complet.ed DS2Rs by viap/ group.

5.3.3 Review splice maps developed by Perial Fower 1struc urs (PPC)Engineering to assure added splices, re,tecte vlice replace-ments and other spilce replacener.E. ife shows. in the final as-built map and forward to the SQAE.5.4 The Lead Inspector (Level II) shall:5.4.1 Monitor the inspections performed by Level I inspe= tors and evaluate results of Level I inspections and signify by signing the Daily Swaging Inspection Report (DSIR).5.4.2 verify, on a daily basis, two inspections or 20E minimum, whichever is greater, of each Level I inspector by reinspecting the completed splice in accordance with Appendix 1, and signify by initialing the appropriate box on the DSIR.5.5 The Assigned Inspector shall 5.5.1 Document inspections in accordance with this procedure and sub-mit DSIRs to the Chief Inspector daily.5.5.2 Assure that operators performing splicing operations are current in t)eir qualifications for the splices, being made as per QAP 10.19.5.6 INSPECTION _ PROCEDURE 5.6.1 The assigned QA inspector shall verify inspection attributes on the Bar Grip Inspection Checklist (Appendix I).5.6.1.1 If all inspection attributes (see Checklist, Appendix I) for splicing inspection are acceptable,' mark satis-factory (S) in the appropriate box on the inspection report. If an attribute is unacceptable, identify the unsatisfactory item on the inspection report, mark unsatisfactory (U) in the appropriate box on the inspection report and identify actions taken 'to resolve the unsatisfactory condit, ion.5.6.1.2 Reject each splice that does not meet the Acceptance Criteria of Appendix I.1-163 l

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j QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.18 ]KEV. 0

, BAR GRIP INSPECTION DATE 07-09-82' PAGE 7 of 15 l

5.6.1.3 Identify the splice after completing the above inspec-

 . tion by using a paint marker or low stress die stamp to place the joint identification number (consisting of 1 splice map number and splice number) and the Operator >

Identification number on the splice. See examples in Appendix II. )i 45.6.1.3.1 Each completed splice shall be spray painted i to identify the status of that splice as ,follows: j Visually Accepted - No pc. int (if left in t place); white on sleeve if removal is !required by construction. (Sleeve shall be l l painted bsfore splice is removed).Visual Reject - Red, on sleeve. ,i Test Splice, Visually Accepted - Yellow, on Jrebar at one end of splice (16" Icag). l iVisual Reject / Test Splice - Red on sleeve; yellow on rebar at one end of splice (16" ;long) (This combination to be used on 'rejected splices that require testing per ,written direction of the Construction i

Managers).

f 5.6.1.4 If construction personnel determine that it is imprac-tical to cut out a rejected splice and. replace it in l accordance with FCCP-8, it will be documented on a Nonconformance Report form in accordance with QAP 15.0 for resolution. i l5.7 DESTRUCTIVE TESTING g SWAGE SPLICES 45.7.1 Splice specimens for destructive testing shall be classified as either " sister" or " production" splices.i 5.7.1.1 Production test splices are those cut directly from in-place reinforcing. Sister test splices are those made in place and in sequence with adjacent production spli- ;ces by the same operator and under the same conditions, i 1.e, position location, production, environment. j 1-164 l

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P M i! .w 9.QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.18

 ~ REV. O

{ BAR GRIP INSPECTION DATE 07-09-82

PAGE 8 of 15

{ 5.7.1.1.1 The sister splice shall be made between two

lengths of straight bar, tie wired into posi-

! tion, so that the place and degree of j congestion is the same and representative of

; the adjacent production splice.

i l 5.7.2 Sister splices shall be made in lieu of production splices for all radius curved bars in any structure in all positions, and iin specific areas approved by the Construction Managers where j replacement of production splices would be impractical.i 5.7.3 Test splices shall be of adequate straightness and length. The

ends may be of any shape to accommodate placement into the

] grippers of the tensile machine.4 15.8 Calibrated pressure gases shall be used to verify the hydraulic press j is operating at 10000+ 300 psi each shift.! 5.8.1 Calibrated gages shall be controlled in accordance with QAP i 12.0.5.8.2 A calibrated pressure gage should be inserted into the hydraulic system operating the ram. A reading is then taken from the calibrated gage and the gage on the press, when the automatic

cut off on the press is activated during swaging. This should j

be performed o'n the first splice for each press at the j beginning of each sh'if t.4 l 5.8.3 The deviation of the calibrated gage from 10000 psi shall be! directly applied to the gage on the press. The' press reading j shall then be used to verify that the press is operating within j specified limits, eg., calibrated gage reading is 10100 psi, j press gage reading is 10000 psi. Splice. pressure of 9600 to j 10200 psi on the press will be acceptable.5.8.3.1 The inspector shall tell the operator swaging the 4c'oupler onto the bar end(s) the press reading

corresponding to the 10000 psi optimum operating pressure.

5.8.4 Acceptable splices shall be made with pressure readings within specified limits. This shall be after applying the correction factor from the' calibrated gage to the gage on the press or.A from direct readings of the calibrated gage.t 1-165

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QUALITY ASSURANCE /ADMINISTRA IVE PROCEDURE QAP 10.18 3 REV. O BAR GRIP INSPECTION diTE 07-09-82

 . PAGE 9 of 15 5.9 Splices will be inspected to verify a minimum stagger of 24" in rela-tion to splice locations on adjacent bars except as noted on approved

• drawings or documents.

I 5.9.1 Stagger length is measured frors the midpoint of each coupler g after swaging (along the line elongation of the sleeve is a determined. See Appendix I, Item #12).5.9.2 Stagger is applicable only to the plane or layer in which splicing is perfonned.5.10 Splices shall be inspected to assure no more than two (2) bar grip couplers are on any single bar within a full development length. Any additional splice shall be a full develorment length away from any adjacent splice on the bar.5.10.1 Exceptions to the above shall be identified on approved drawings or documents.6.0 RETAINED DOCUMENTATION 6.1 Daily Swaging Inspection Report 6.2 As-Built Swage Maps provided by Perini Engineering 7.0 EXHIBITS AND APPENDICES 7.1 Exhibits 7.1.1 Exhibit A - Daily Swaging Inspection Report, with instructions 7.2 Appendices .7.2.1 Appendix I - Bar Crip Inspection Checklist 7.2.2 Appendix II - Examples of Completed Bar Crip Splice Identification Marking ii 1-166 .

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I INSTRUCTIONS FOR COMPLETING DAILY SWACING INSPECTION REPORT 1.Enter Unit (1, 2, or A) and Building or substructure - (i.e., Unit 1 Containment Hat) d2.Lif t - Concrete placement number assigned by PPC Engineering

3. Testing cycle - Check applicable box 4

Sleeve position / Size - Indicate position of sleeve; H = Horizontal, V = Vertical, D = Diagonal, and size or rebar (i.e., H 18/18)

5. Press Die # - Serial number of die set.

6. Calibrated sage - Serial number of calibrated gage.

7. Date - Date splice (s) are being swaged 8.

Map Number - Splice map number assigned by PPC Engineering 9.Report - Number of splice report associated with the map number

10. Drawing Number - The drawing and revision number 11.

Operator ' Number - The identification number of the assigned operator as l listed on the Bar Crip Operator Identification Record as per QAP 10.19 12.Splice Number - The splice identification assigned by PPC.Appendi: II See examples 13.Consecutive ID Number - Sequential number assigned for each operator in separate positions 14.

 - Sleeve Heat / Lot # - Unique identification number of a group of sleeves used in splicing.

15.Die check - Check to assure die is lubricated and not dxcessively worn.

16. Bar Ends - Verify bar ends a not pointed. Each saw cut bar end does not have a mitre greater than 4

17. Cleaning - Check for proper bar end cleaning.

18. Witness marks - Entry of "S" indicates witness mark is at 12".

Other than 12" dimension shall be indicated on the Inspection Report.19.l Pre-splicing insertion - Measure from end of sleeve to witness marks and subtract 12" (i.e.,thisI' =from 12"the distance

 - A'). Enterfrom end of bar to witness mark, normally "S" (Satis factory) or "U" (Unsatisfactory).

20.Swaging bites - Verification of cortcet number of swaging bites, correct i overhang and direction of swaging. (Enter actual number of bites.)

f 1-168 QAP 10.18, Exhibit A, 7/82 '

Page 11 of 15

INSTRUCTIONS FOR COMPLETING DAILY SWACING INSPECTION REPORT (Continued) ___

21. Sleeve alongetion - Verification of minimum acceptable sleeve elongation after splice is complete. (Inter smaller of two dimension, for test spli-ces and those not meeting minimum elongation. Those meeting alonga, tion measure ments may be indicated by a (+) after the appropriate minimum required length.)

22. Post Splicing Insertion - Verify minimum acceptable length bar is within the sleeve end after swaging. Measure distance between sleeve end and wit-( ness mark and subtract from distance from end of bar to witness mark, nor-mally 12" (i.e., I = 12 - A). (Enter actual dimension for test splices and splices not meeting insertion. Those exceeding minimum inser tion may be indicated by (+) after the appropriate minimum dimension.)

{

23. Splice and Operator identification numbers marked on sleeve by QA Inspector. Examples in Appendix II.

24. Rebar Painted - Sleeve and/or bar painted as required to indicate test, reject or splice c'ut out per written direction of the C.M.

25. Testing Requirements - Identify if splice requires removal as a test. See notes on Exhibit A.

26. Time - Time of day spli'ce was completely swaged.

r 27. Inspector / Level - Inspector perform'ing inspection including Level of( Certification.l

28. Level II Verification - Verifiestion inspectiinly Level II Inspector.

( Date required only if verification inspection is performed ots~er than on date splice was performed. Enter initials of Level II Inspector.

 ~

[ 29. Remarks - Note any NCRs generated againer items on the report form prior,to( report close out in addition to actions taken to correct UNSAT items.

30. Date Reviewed - Identify person performing review including Level /Date'.

31. Level II Inspectors evaluation of Information supplied by Level I inspec-tor in items 20, 21, 22. " s.;

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A 1-169 .

 .QAP 10.18, Exhibit A, 7/82- N~ ~

Page 12 of 15

 r 9

BAR CRIP INSPECTION CHECKLIST ii Verify thats

1. Bar ends are not pointed. Maximum deviation from square,shall be 4' for

, saw cut ends.

2. Bar ends are cleaned of heavy dirt, grease, concrete or loose rust by

, power wire brushing or hand wire brushing as required.! 3. A wieness ' mark shall be made 12" from the end of each bar that is to be inserted into the sleeve measured from the inside edge of the end nitre as applicable. The mark shall be made using a draw file (no punch marks

allowed). The witness mark shall be a maximum of 1/8" wide and will not be made in the nominal area of the bar. Wen obstruction makes the 12" dimensira impossible, the QA Inspector shall verify and document, in advance, the actual dimensions to be used.

4. Manutacturers allt marks may not be included' within the splicing sleeve i on_ all size reinforcing steel unless deformations are continuous and c ucin:errupted with no deformations omitted to accommodate mill marks.

 ~

5. If s' portion of the longitudinal rib on the rebar is required to h i removed to fit into the sleeve, it is done by grinding and there is no '

undercutting on the rib into the stock material of the bar and the enr. ire rib is not completely removed.! .'s 'l

6. $hese cut rebar shall have the shear lip blunted or rounded. Ends of

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j i all rebar shall not have sharp (knife) edges at the circumference. '

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7. . M.en using a sleeve coupler with both rebars properly inserted within

( the sleeve, it is preferr-d that swaging start al the center of the l

 , sleeve and progress outwardly toward the ends of the sleeve. Wen l swaging either sleeve to os.e rebar, swaging should start near the center l

and progress toward the end of the sleeve. In no case shall swaging be started at both ends and progress toward the center. -L

 '8. Prior to compression the fit-up splice meets the req'uirements of t '% Figure 1 of FCCP-8.

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_ 9.lWe insertion of each bar shall meet the minimum insertion requirement !'! :s e giun in Table I and measured as shown in Figures 1 of FCCP 8.

 -] . #sa'surement will be taken above the longitudinal ribs on which witness t maps-ere applied. . - -

l 10. %e~n' the minimum in.p[ tion requirements of Figure I can not be

• l satisf4ed, the splico may se made when approved by the Construction ,

4 b Manager. Cons,tructied Manager approval shall be obtained via an RFI. !i

11. Nf it is visually impogelble to determine that the rebar has been i

4" ~f'g insercq. into the sisaEe within allowable limits, then the splice may he ' .;y 4. radiographed to evaluate bar insertion as directed by the Construction ,Manager. -a p . 1-170 U QAP 10.18, Rev. O, Appendix I_ _ _ ___ _ T2mcLMAR32L _:

j BAR GRIP INSPECTION CHECKLIST l(Continued)

12. Splice elengation shall meet or exceed the minimum finished splice length given in Table I of FCCP 8. Two measurements will be made in line with the longitudinal ribs which have witness marks. The smaller of the two measurements will be used.

l]

13. The splice shall be inspected to ensure that each swaging bite overlaps the adjacent bite and the last bite of the end is at least 3/4 of 'the die length. Swage pressure shall be verified at least once for each

splice. The bites shall be consecutive and overlap the previous bite in j

the direction of swaging. (No unsvaged area along the required swage length). The maximum and minimum number of bites shall be in accordance with Table II of FCCP 8.

14. Required NDE shall be requested through the CM.

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15. Rework of completed Bar Crip splices is not permitted unless approved by

the C.M.

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16. Af ter swaging Bar Grip sleeves shall be inspected for surface imperfec-tions to verify they comply with the acceptance criteria identified in l FCCP-8. Sleeves failing to comply will be controlled in accordance with j QAP 15.0.

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1-171 t

QAP 10.18, Rev. O, Appendix I

 .Page 14 of 15

APPENDIX II i Each completed splice will be identified in acccedance with the following examples:a) Single Swage Map Splice Opr. Remarks Operation

1) Production Splice 150 10 S-23 No Paint

2) Production Test 150 10 S-23 Rebar painted 1 yellow

3) Test Replacement 150 10A S-23 150 10B S-23 No Paint Use 10B if 2nd splice is needed

4) Sister Test 150 10S S-23 Rebar painted yellow 5 )' Production Reject 150 10 S-23 Sleeve painted red

6) Reject Replacement 150 10R S-23 No Paint 150 10R1 S-23 Use 10R2 if 2nd splice is -

needed b) 2, Swage Operations & Solice Opr. Remarks

1) Production Splice 150 14 S23/S24 No Paint

2) Sister Test -

One Operator 150 105 S23/s23 Rebar.of test

 -splice painted yellow.

Convenience splice marked CRIP

3) Sister Test -

Two Operators one each swage 150 105 S23/S24 Rebar of each painted yellow

4) Production Reject 150 10 S23/S24 Sleeve painted red

 *S) Reject Replacement 150 10R. S23/S24 No Paint Note: Operator number location shall correspond with end of splice sleeve svaged by that operator.

c) Qualification H Svage Operation).

1) Qualification splice SQ1000 S-23 Rebst painted yellow 1-172

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J ATTACHMENT 7 .i lPERINI QAP 10.19, " QUALIFICATION OF BAR CRIP OPERATORS",REY. O, DATED 7/9/62 1i il' lNOTE: All reference documents in this attachment are being used-1 at present at Seabrook Site and are available for review on request.l i4

 )

i 1-175 l

 ,- b QUALITY ASStHIECE//3.!INIS111ATIVE P!100IXHE -

ggp 10.19 REV: 0 QUAllFICATION OF BAR GRIP OPERATORS DATE: 7-9-82

 . PAGE 1 0F 21 l

PROJECT IMPLEMENTATION PROCEDURE FOR SEABROOK STATION 9763.006-1-1: SNH 223 BY PERINI POWER CONSTRUCTORS, INC.DESCRIPTI m:REVISION 0: initial Issue W. I s DATE DESCRIPTIm UP Ea RECBVED U. E. & C.s JUL 131982 ED SEABROOK STAT 10N ES

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ORIGINATOR _ f 5// , DATE: 7.M .ff, SIE cp:.!ANAGER #'b,[M MN DATE- M /7 /96 >

 /S.E IE EL III [I h DATE:

N/I 8 2 -P!nJECT M\NYat NA DATE:CDRMXGTE QA MANAGER A/4 DAE:VICE PRESID10ir-DIllIInDR NA DAE:1-176 Al' $.0, CxhiblC U, Rcvisio M

s/gy l -QAP 10.19 p > q.j Rev. O

 . .h. , o . Date: 7-9-82 Page 2 of 21 INDEX Title Page '. . . . . . . . . . . . . . . . . . . . I Index ...................... 2 1.0 Scope. . . . . . . . . . . . . . . . . . . 3 2.0 Purpose ................. 3 3.0 References . . . . . . . . . . . . . . . . 3 4.0 General. . . . . . . . . . . . . .-. . . . 4 5

5.0 Procedure. . . . . . . . . . . . . . . . . 5 67

 . 8 9

10 11 6.0 Retained Documentation . . . . . . . . . . 11 7.0 Exhibits and Appendices. . . . . . . . . . 11 12 Exhibit A 13 Exhibit A Instructions '13A Exhibit 8 .14 Exhibit 8 Instructions 15 Exhibit C 16 OExhibit C Instructions 17 Exhibit D 18

' - Exhibit E 19 Appendix I 20 21 i

I-177};

D/ )PEhNI stessa Get ToucTent meC.Y QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.19

 , REV. O QUALIFICATION OF BAR GRIP DATE 07-09-82 OPERATORS PAGE 3 of 21 -

1.0 SCOPE

 ]

1.1 This procedure describes the actions taken by Quality Assurance per-sonnel to verify proper Bar Crip operator initial and continuous 2.0 PURPOSE qualification.

 .]

2.1 This procedure:2.1.1 Identifies the personnel responsible for performance of inspec-tions.2.1.2 Provides the methods and guidelines for performance of inspec-

 .tions.

2.1.3 Identifies the method for documenting inspections.2.1.4 Provides HOLD POINTS, as appropriate, to assure that operators are qualified throughout the duration of splicing activities.

3.0 REFERENCES

r 3.1 ASME Code, Section III, Div. 2 - 1980 Summer Edition.3.2 UE&C Specification 9763-WS-4D - Requirements for Mechanical Splicing and Nondestructive Examination of the Reinforcing Bars spliced by the Swage Method

• 3.3 Quality Assurance Procedure, QAP 2.0 - Qualification and Certification of QA Personnel 3.4 Quality Assurance Procedure, QAP 10.18 - Bar Grip Inspection 3.5 Quality Assurance Procedure, QAP 8.0 - Identification and Status Control 3.6 Quality Assurance Procedure, QAP 15.0 - Reporting of Nonconformances.

3.7 Field Civil Construction Procedure, FCCP Mechanical Splicing of Reinforcing Bars by the Swage Method.1 lJ l1-178 mL

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QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.19 REV. 0 QUALIFICATION OF BAR CRIF DAIZ 07-09-82 OPERATORS PAGE 4 o'f 21 f.e .'t 4.0 CENERAL 4.1 ~QA personnel performing inspections of swaging operations shall be 'f qualified and certified in accordance with QAP 2.0.4.2 Pre and post Bar Crip inspections for initial and continuous operator( qualification test splices shall be performed in accordance with QAP 10.18.[ 4.3 The Authorized Nuclear Inspector has the right to witness and/or Linspect operator qualifications at his discretion. Those activities I witnessed by the ANI shall be ' identified by the ANI's initials and date on the applicable inspection record. Reebrds identified within(' this procedure shall be made available to the ANI upon request.4.4 This procedure is applicable to plain bar grip couplers.4.5 An Independent Testing Agency, responsible to the Construction Managers, will be utilized to perform tensile testing of splices.4.6 Test splices to be removed as part of the operator's continuous qualification program shall be selected by QA personnel.

 ~

4.7 Bar Crip splices ahall be made in accordance with FCCP-8 and inspected in accordance with QAP 10.18.l.8 t{ The operator of record (as appointed by the operators' foreman and identified on the applicable inspection report) shall be responsible for the total integrity of :he svaged splice.4.8.1 For bar grip couplers which are -not svaged continuously to completion in one operation but are completed by 2 operators of record, the 2nd operator will be responsible for the integrity

.( of the splice.

4.9 The Supervising Quality Assurance Engineer (SQAE) shall:4.9.1 Assign a Splice Record and Qualification Coordinator (SRQC),

 - to maintain current qualification records to include initial qualification and continuous qualification.

4.9.2 Review all completed qualification records prior to forwarding same to the QA Records Section for retention.1-179

I pe===r [i we=s =c.QUALITY ASSURANCE /ADNINISTRATIVE PROCEDURE QAP 10.19 i' REV. O QUALIFICATION OF BAR GRIP DATE 07-09-82 OPERATORS PAGE 5 of 21 i4.10 The chief Inspector shall:

• j 4.101 Assign a QA Inspector (s) to visually inspect and document ini-tial qualification, continuous qualification and requalifica-tion test splices.

4.10.1.1 Should a Level I Inspector be ar, signed to inspect and document qualification splices other than continuous' qualification splices, a Level II Inspector shall post inspect 100% of these splices and initial and date the inspection report. This' verification linspection by the Level II Inspector may be used to fulfill the 20% or minimum of 2 splices needing veri-i ficat, ion for production splicing as identified in QAP

 *10.18 when a combination production / qualification inspection is performed by an individual inspector.

4.10.2 Review operators' qualification status and shall determine the} tensile testing frequency as required.4.10.3 Coordinate with the SRQC for notification of qualification splices performed.4.10.4 Assess the need for operator requalification as indicated in

, Paragraph 5.4.

1 4.11 The Splice Record and Qualification Coordinator shall:4.11.1 Maintain quaPification records which identify the current sea-i tus of operator qualifications. . )4.11.2 Submit e, list of test splices to be tensile tested to the Reinforcing Steel Superintendent and the Independent Testing Agency.3.0 PROCEDURE 15.1 Swage Procedure Qualification has been conducted by Dayton Bar Splices Inc. in order to qualify this splice system for production in accor-dance with ASME Code Paragraph CC 4333.2. Procedure qualification tests shall be repeated prior to use whenever any change in the essen-tial variables listed in Paragraph 4.2.1* of 9763-WS-4D are made.'l ll l1-180 l

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L P_ . y. _

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QUALITY ASSURANCE /ADMTNISTRATIVE PROCEDURE QAP 10.19 LREV. O QUALIFICATION OF BAR CRIP DAIT 07-09-82 r OPERATORS VAGE 6 of 21 L5.2 Initial Qualification of Splice Operators FL 5.2.1 nefore any operator can be assianed to production work, he shall demonstrate his ability tv produce splices meeting r.the following requirements:l 5.2.1.1 Each operator shall be qualified using the materials and procedures that have been approved as identified p in Paragraph 5.1.L 5.2.1.2 Each operator'shall be qualified to do specific work only to the extent of having performed satisfactory qualification splices for each category of work i.e, when qualified for horizontal bars, the crew can only.make splices in this position.5.2.1.3 Any operator having prior qualifications for the three (3) types of splices (horizontal,, vertical, diagonal) shall be deemed capable of making splices[ in any position required for the project, provided the type of splice to be made has been satisfactorily completed within a 90 day period insediately prior{ to date of scheduled production splicing.5.2.1.4 Each operator shall prepare two consecutive and{ visually acceptable splices on the largest bar size for e ch position being qualification tested.5.2.1.5 Results of operator qualification activities and the( -items inspected shall be documented on a Bar Crip Operator Qualification Test Record (Exhibit A).{ 5.2.2 Completed qualification test splices shall be identified in accordance with QAP 10.18 and submitted to the Independent Testing Agency for tensile testing.5.2.3 Tensile test results shall be forwarded to the SQAE for review and verification of 'the qualification activities.

 ~ 5.2.3.1 When censile test results are unacceptable due to BAR failure, the operator shall prepare another visually accepta'sle splice to be resubmitted for testing.

E{ 1-181

i Pa[3Meros men e QUALITY ASSUR/RCE/ ADMINISTRATIVE PROCEDURE QAP 10.19 REV. 0 QUALIFICATION OF BAR GRIP DATE 07-09-82 OPERATORS PAGE 7 of ,21 5.2.4 The SROC shall maintain records of the qualification of each operator and shall maintain identity of the unique number assigned to that operator.5.2.5 A Bar Crip Operator Continuous Qualification Worksheet, Exhibit D, is to be maintained as a working document by QA, with information available to the Construction Superintendent.5.2.6 Information to be included on this worksheet, Exhibit D, will be obtained from Exhibit A, and Independent Testing Agency reports. It shall identify the qualification status of opera-tors for each type of splice _ as defined in Paragraph 5.2.1.3.5.3 continuous Qualification of operators / Crews 5.3.1 The Chief Inspector shall maintain a record of splices made on a Bar Crip Operator Status Worksheet, Exhibit E, which is a working document only and not to be retained as a QA Record.5.3.2 The operator's consecutive splice numbers shall be maintained by the Chief Inspector and recorded on a Daily Svaging Inspection Report (DSIR) showing how each number is used or voided as appropriate.5.3.3 A worksheet, Exhibit E, shall be maintained for each operator by size, splice position and testing cycle (sister and produc-tion splices), to indicate the need for continuous qualifica-tion tests.

• 5.3.4 The Chief Inspector shall make entries on the DSIR to indicate-the consecutive number of splices in each testing cycle.

5.3.4.1 Each splice shall be assigned a consecutive number upon completion of swaging activities even though the coupler may be svaged on one end only and the splice not completed for evaluation of ' acceptability.5.3.5 Testing of continuous qualification splices shall be' as -follows with splice specimens classified as either production or sister splices as defined in QAP 10.18.5.3.5.1 Sister Splices s~ hall be made in lieu of Production splices for the following types of ' splices.1-182

I W=e.c.co-e=co

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w ro QAP 10.19 QUALITY ASSURANCE / ADMINISTRATIVE PROCEDU7E REV. O B QUALIFICATION OF BAR GRIP DATE 07-09-82 OPERATORS PAGE 8 of 21~5.3.5.1.1 All curved bare in any struccure in all positions.5.3.5.1.2 Area approved by the Construction Manager.5.3.5.2 If only production splices are tested, the sample frequency shall be as follows:5.3.5.2.1 One of the first 10 splices.5.3.5.2.2 One of the next 90 splices.5.3.5.2.3 Two of the next 100 splices and each sub-I , sequent unit of 100 splices or fraction thereof.5.3.5.3 If only sister splices are tested, the sampling fre-quency shall be as follows:5.3.5.3.1 One of the 1st 10 splices.5.3.5.3.2 Four of the next 90 splices.5.3.5.3.3 One of the next 33 splices and each sub-sequent unit of 33 splices or fraction thereof.5.3.5.4 Continuous sister splice testing shall supplement the production splice testing program.I- 5.3.5.5 At least 1/4 of the total number of splices tested from each containment structure (ASME Boundary - Mac, Shell & Dome) shall be production splices. At least I 1/4 of the total nraber of splices tested from all other safety related splicing combined shall be pro-duction splices.5.3.6 If any tensile test sample tested fails to equal or exceed 125% of the specified minimum yield strength of the bar and/or if the average tensile stvength of each group of 15 con-I secutive splicas does not meet or exceed the minimum specified tensile strength as shown in the ASME Code Table CC4333-1, a nonconformance report shall be initiated in accordance with Ii 1-183 I

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e== me.QUA.ITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.19 .0 QUALIFICATION OF BAR GRIP RF.V.DATE 07-09-82 ]OPERATORS PAGE 9 of 21 QAP 15.0 except for sister test samples with failures other than in the bar. (See Paragraph 5.3.6.4).

 ]

5.3.6.1 In the event that the average of 15 consecutive spli-ces do not meet the requirements identified above, ]further swaging activities will be halted until an approved disposition of the discrepancy has been received and appropriate corrective action has been taken.5.3.6.2 In the event that tensile test results (bar failure) do not meet the requirements identified above, all

 ]

bar grip splicing shall be halted. The Construction Manager may issue a partial disposition to the NCR to allow splicing to continue.5.3.6.3 In the even that a production splice used as a test sample has termile test results (failure does not occur in the bar) which do not meet the requirements identified above, all swaging shall be halted.3 The construction managers may issue a partial dispo- J sition to the NCR to allow additional testing and to allow svaging to resume.5.3.6.4 If any sister splice used for testing fails to meet the strength requirements, (other than har failure) two. additional sister splices will be made by the same operator, and whenever possible, in the same J location and degree of difficulty, and tested. If either of these ratests fait, all splicing shall be q halted and an NCR initiated. The construction mana- J gets may issue a partial disposition to the NCR to allow continued svaging.l 5.3.6.5 When svaging is resumed, the testing frequency shall be started anew (reference Paragraphs 5.3.6.1, 5.3.6.2, 5.3.6.3 and 5.3.6.4). ;J 5.3.7 The assigned QA Inspector _as identified in QAP 10.18, shall verbally inform the appropriate craf t foreman of the need for tensile testing to maintain current qualification. j qThe inspector shall identify the splice to be tested and.shall indicate if the test splice is to be a production or sister splice in accordance with QAP 10.18. '1 1-184

P rQj/i g o.

 -QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE -QAP 10.19 -

REV. 0 QUALIFICATION OF BAR GRIP .;DATE 07-09-82 OPERATORS PACE 10 of 21 5.3.7.1 Splicing operators swaging one end.of bar grip[ couplers requiring test splices shall have a randomly chosen splice completed by inserting a suitable length of stock rebar into the other end of the coupler. and this splice cut out and used as a produc-tion test sample.[ 5.3.8 Results of tensile tests shall be forwarded to the SRQC for( entering on the Bar Grip Splice Test Report (Exhibit B).r 5.3.9 The SRQC shall complete a Bar Grip Operator Consecutive Splice[ Summary Record form (Exhibit C) upon the expiration of an operator's qualification of any position. -5.3.10 A separate report form (Exhibit C) shall be completed for each operator by position, size and test cycle to sunumarize testing-activity, frequency and rejects, and to show the total number of splices made during that qualification period.5.3.11 Information to be included on the Bar crip Operator Consecutive Splice Summaary Record shall be obtained from the( Daily Svaging Inspection Reports and Testing Agency Reports.5.4 Requalification of Splicing Operators Il 5.4.1 Requalification shall be identical to the original qualifica-tion procedure used.I L 5.4.2 Requalification of splicing operators is required if any of the following conditions occur:( 5.4.2.1 The specific splice position (e.g., horizontal, ver-tical, diagonal), has not been made by the operator for a period of 90 days or more.5.4.2.2 The completed qualification splices fail to pass the visual inspection test as per-QAP 10.18.( 5.4.2.2.1 A splice chosen for continuous qualifica-tion of the operator which fails visual' inspection during production will'not be used for tensile testing, but shall'be removed and replaced in the normal' manner.( 1-185 L

 ]

M n/P iPy I QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE QAP 10.19 REV. 0 QUALIFICATION OF BAR GRIP DATE 07-09-82 }OPERATORS PACE 11 of 21 5.4.2.2.2 A second splice-shall be randomly selected for continuous qualification of the splicing operator, and if that splice fails visual inspection, then production -)splicing by that operator shall be halted until the operator is requalified. Bar Grip splices that fail visual inspection shall be replaced and inspected in accor- }dance with FCCP-8-and QAP 10.18, respec-tively.5.4.2.3 The completed qualification splices fail to pass ten-sile tests as provided in Paragraph 5.3.6.5.4.2.4 If there is any reason to question the splicing operator's ability to perform satisfactory Bar Crip splices.5.4.3 The SQAE shall notify the Craf t Superintendent of any operator whose qualification has been terminated. A Nonconformance Report will be initiated in accordance with QAP 15.0 to docu-ment any splices made by the affected operator after expira-tion of qualification.5.5 The SQAE shall forward completed splice test records and Bar Crip- 'Operator Consecutive Splice Summary Reports to the QA Records Section for retention.

 ]

6.0 RETAINED DOCUMENTATION 6.1 The following documents developed in accordance with this procedure ]

 -shall be submitted to IMS by the QA Records Section:

6.1.1 Bar Grip Operator's Qualification Test itecord 6.1.2 Bar Grip Splice Test Record 6.1.3 Bar Crip Operator Consecutive Splice Susanary Record 7.0 EXHIBITS AND, APPENDICES 7.1 Exhibits 1-186

 +

l kO PERClNI j !e avor .

 .s QUALITY ASSURANCE / ADMINISTRATIVE PROCEDURE. QAP 10.19 REY. C

QUALIFICATION OF BAR GRIP DATE. 07-09-82 OPERATORS PAGE 12 of 21

7. 1.1 Exhibit A - Bar Crip Operator Qualification Test Record, with instructions 7.1.2 Exhibit B - Bar Grip Splice Test Report, with' instructions 7.1.3 Exhibit C - Bar Grip Operator Consecutive Splice Summary

{ Record, with instructions 7.1.4 Exhibit D - Bar Grip Operator Continuous Qualification Worksheet. A sample exhibit, to be altered as deemed Inecessary.. .4 7.1.5 Exhibit E - Bar Grip operator Status Worksheet. A sample exhibit , to be altered as deemed necessary., 7.2 Appendice's 7.2.1 Appendix I i-i I1 i4 1l 5i i1-187

 ,n - - - - , -

 .-. P ..I.. ._s m ..E BAR GRIP OPERATOR QUALIFICATION TEST RECORD GRADE OPERATOR NUMBER I BAR SIZE OPERATOR NAME II SERIES OPERATOR BADGE NUMBER II VISUAL INSPECTION TEST RESULTS SQ DATE SLEEVE GAGE IDE TEST JLTIMATE TYPE FA#eER - ' SPLICE POSITION ID --------- ;_ SWAGE FINAL TIME QAl/ LEVEL REPORT LOAO STRENGTH OF MADE I4 DEER DUE DATE PROCESS DATE NUFBER (L8S) I} BREAK (4) (5) (6) (7) (8) ,

(9) (10) (11) (12) (13 ) (14 ) (15 ) (16 )

 'i' ____________._

lE= ._____.__.____

 -_... .....___ l ' K sdentify unsatisfactory conditions and actions taken for resolution II )

Reviewen av Reviewen av II' }Nanut Envel Date Authorizod Nuclear Inspector Date DAIF OF QUALIFICATION: (18 ) 12 VEL IT VERIFICATION D (20) SQR / / / / / / /n Initials /Date Vl _

saa s nun.s suna run wne s.c.ns~BARGRIP OPERATOR'S QUALIFICATION TEST RECORD{-[ 1. Operator Numbhr - the identifying number assigned to the operator at the time of initial qualification testing.[ 2. Operator's Name - enter first and last name.

3. Operator's Badge Number.-

4. Operator Qualification (SQ) Number - assigned to each qualification splice made.

5. Date Splice Made.

6. Position Horizontal, Vertical or Diagonal.

7. Sleeve Heat Number - obtained from container or sleeve.

Cage ID f/Due Date - number of calibrated hydraulic gage and date reca-{ 8.libration due.F 9. , Swage Process - Verify swaging process in accordance with inspection attri-L. butes identified in QAP 10.18. Entry will be (S) satisfactory or (U) unsa-tisfactory.h 10. Fita 1 - Verification that final splice meets acceptance criteria. Entry will be (S) or (U).

11. Time - enter approximate time of day splice is finished.

{

12. QAI/ Level /Date - Signature and icvel of QA Inspector performing final inspection including date.

13. Test Report Number - Independent Testing Agency Test Report Number.

[ 14. Ultimate Load - data as found on Independent Testing Agency Test Report.

15. Strength (PSI) - data as found on Independent Testing Agency Test Report.

[ 16. Type of Break - data as found on Independent Testing Agency Test Report.

17. Reviewed by - entries to be reviewed by appropriate SQAE and date reviewed.

18. Date of qualification - the date of actual qualification to perform produc-tion swage splices entered in the appropriate blanks.'

19. Authorized Nuclear Inspector - signature and date of review.

20. Level II Verification - Enter identification of splice (s) reinspected

{ including initials and date of Inspector performing reinspection.[1-189 .QAP 10.19. Exhibit A Instructions, 5/82

~

Page 1Mof 22

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P E '?,41 BAR GRIP. SPLICE TEST REPORT OPERATOR SYMIOL ggy GRACE: (14) MINIMUM SPECIFIED STRENGTH (PSI): (15) TESTED BT' (16) tWE OF OPERATOR (2)SAMPLE DATA LAB DATA DATE IT W N EC. RE N T BM TYPE OF DATE ULTIMATE STRENGTH TYPE BAR SIZE t R R R SQ N.(3) (4) _( 5) (6) (7) (8). (9) (10) (11) (12) (13)

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 ' " - FOR LOADS LESS THott MINIHLN STREf4GTH, SEE PARAGRAPH 5.3.7 I 'y -(17) (18) (19)

DATA REVIEWED BY EEVEL DATE AUTIIOREiED NUCLEAR INSPECTOR DATE

 .? (Signaturc not required for report close-out)

T.R 4 - , , a mm u o a n u .o u u o u o e

E wINSTRUCTIONS FOR COMPLETING BAR GRIP SPLICE TEST REPORT w

1. Operator Symbol - identification number assigned to operator

2. Operator Name - name of operator

3. Date Swaged - date splice was swaged L 4. Position & Bar Size - Horizontal, Vertical, or Diagonal, also indicate size of rebar (e.g., #18, #14, #18/#14).

F L 5. Consecutive Spitee Number - enter the consecuelve splice number for the position and bar size tested.[ 6. Report Splice Number - enter number of splice taken from Daily Swsging Inspection Report - data obtained from Exhibit A of QAP-10.18.F~-L 7. Type of Sample = S = Sister, P = Production -7 8. Date Tested - date tested by agency L

9. Test Report Number - the agency's test report number

[ 10. Bar Area - area of bar in square inches. l

11. Ultimate - total load applied to test bar

12. Strength - give in pounds per square inch

13. Type Break - e.g., bar break, bar pull-out

14. Grade - 60

[ 15. Minimum Specified Strength - 75,000 psi

16. Tested by - agency name

17. Data Reviewed by - SQAE

18. Date - date of review E

19. Signature of Authorized Nuclear Inspector - added if/when report is reviewed I

[[ QAP 10.19, Exhibit B Instruction, 5/82, Page 15 of 21 1-191-

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J BAR GRIP OPERATOR CONSECUTIVE SPLICE

SUMMARY

RECORD

, ] )

CYCLE

• M BADGE SYtSOL POSITION SIZE

 ' RLIFICATION DATE EXPIRATION DATE '

TOTAL SPLICES TOTAL TESTS TOTAL VISUAL REJECTS DATE R S S LI G M ERS V!WAL EJEG TOTAL I NUMBER MAP / SPLICE TEST REPORT l CONSECUTIVE CONSECUTIVE a SPLICES lP fl t l i Li li

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I lT :I 1-192-DATA REVIENED BY ANI asyzzy

m. Amm m _m~c a - _ . -

BAR CRIP OPERATOR CONSECU'51VE SPLICE

SUMMARY

RECORD INSTRUCTIONS

1. Name - Operator's name

2. Badge - Operator's badge number

3. Symbol - Unique operator symbol assigned

4. Test Cycle / Size / Position - Test cycle (Production, or Sister) size and position, applicable to the susumary.

5. Qualification Date - Date qualification tested and accepted

6. Date of Expiration - The date the specified splice position has not been made by the operator for a period of 90 days or more; failure to pass the-visual inspection of completed qualification splices; failure to pass the tensile tests of completed qualification splices; or at the date there is any reason to question the splicing operator's ability to perform satisfac-tory splices.

7. Total Splices - The total number of splices made in applicable size and position during this qualification period.

8. Total Tests - The total number of tests made in applicable size and posi-tion during this qualification period.

9. Total Rejects - The t'otal number of visually rejected splices for app 1'i-cable size and position during this qua'lification period.

10. Date - date splices were made.

11. Report Number - The report number of the swage map for which the tested or rejected splice was made.

I'2. Test Splice Number - Map / Splice - The map and splice number that was tested.

13. Test Splice Number - Test Report - The number of the Independent Testing Agency report that lists the tested splice.

14. Test Splice Number - Consecutive - The consecutive splice number that was tested.

15. Visual Reject Consecutive Number - The consecutive splice number that was rejected.

16. Total Splices - The total number of splices at the time of test or reject.

Last entry reflects final splices made for qualification period.

17. Data Reviewed By - The SQAE to sign when sheet is complete. After review, sheet is submitted to SQAE, Documents and Records.- .

18. ' ANI Review - Signature and date of review by Authorized Nuclear Inspector. Signature not required for report close-out.

QAP 10.19, Exhibit C Instructions, 5/82.1-193 p,g, g7 og 73

BAR CRIP OPERATOR@p\-..q.Gj)g CONTINUOUS QUALIFICATION SHEET tOPERATOR OPERATOR SHIFT & QUALIFICATION CONTINUOUS QUAL-NUMBER NAME BADCE POSITION DAES IFICATION DATES

 .D. . _ _ .

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 ""*P ' BAR CRIP OPERATOR STATUS WORKSilEET

[ PRODUCTION CYCLE SISTER CYCLE( OPERATOR POSITION & CONSEC. TEST DATE CONSEC. TEST DATE NUMBER SIZE SPLICE # DUE POSTED SPLICE i DUE POSTED ll i[ 1 1

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~ 1-195

_ _- avwnstt:t- - n_-- cunst_ ------_----____----_ _---.-- _

APPENDIX I oI.The SRQC shall complete a " Test Trequency Log" (Sample attached) for splices in areas governed by ASME Code requirements to verify compliance.A. A separate log shall be maintained for production and sister splices for each splice position (Vertical, Horizontal and Diagonal)

1) Log is independent of operator and bar size.

2) Splices will be entered in the log in the consecutive order that they were completed.

B. The log shall be reviewed to verify a test splice has been chusen at the l following frequencies.C. Production test sample frequency:

1) 1 of the 1st 10 splices

2) 1 of the next 90 splices,.

3) 2 of the next 100' splices and each subsequent unit of 100 splices D. Sister test sample frequency:

s

1) 1 of the 1st 10 splices

2) 4 of the next 90 splices

3) 1 of the next 33 splices and each subsequent unit of 33 splices E. Should review of the' log indicate a splice has not been chosen within the allowable parameters,a splice vill then be chosen and tensile tested to satisfy test frequency requirements.

1- 196 QAP 10.19, Appendix I, 7/82 -1 Page 20 of 21 ^ __ __j

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REMARKS: 4, rl Completed by Level Date Reviewed by , Level Date ,1-197 -'OAV 10.19,

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A ATTACHMENT 8_ INVESTICATION OF STRAIN AGING EFFECTS ON MECHMIICAL PROPERTIES OF AISI 1015 CARBON STEEL COLD SWACED REBAR SPLECES 2k Jum bM aM 1-199

 $mited engineers.--

1 Investigation of Strain Aging Effects on Mechanical Properties of AISI 1015 Carbon Steel Cold 'Swaged P4bar Splices 42 W W. Majkowski Materials Engineer i1 i1 1-200

5 , . i t ~ P9 . i. g f;%; ' .ll .< ' .g , .s:;.L .1, . .- E - . .g. g; y)Report, L

Title:

(Investigation of Strain Aging Effects on Mechanical Properties of AISI 1015 Carbon Steel Svaged Rebar Splices.Summarv The cold svaged and aged (approx. 6 weeks) AISI 1015 carbon steel sleeve material has increased censile and yield strength with 5 decreased elongation as compared to the unsvaged sleeve. Further aging (to about 8 months) did not significantly affect tensile and fyield strength or elongation as shown in Table 1.L Cold svaging and aging reduced the impact energy of the sleeve r material significantly and further aging continued the reduction Lin 1: pact energy as shown in Figure 1. The impact energy of the svaged and aged sleeve material at +200F was approximately equal to that of ASTM A615 Grade 60 rebar at +68 F.f The final alongetion of 15.5% for the svaged and aged sleeve material exceeded the minimum required elongation of 7% (in 8 inches) for A615 Grade 60 rebar.Historv:This investigation was initiated in response to questions regarding the strain age embrittlement of the cold svaged carbon steel rebar splice sleeve.In order to investigate the effects of strain aging and ment, to determine the significance of strain age hardening or embrittle-two #18 plain sleeve rebar splice couplers were obtained from Dayton Barsplice Company.svaged on July 17, 1981 One half of each of the two samples was The second half of one sleeve coupler was svaged on January 6, 1982 while one half of the other coupler remained unsvaged.Procedure:The plain sleeve couplers were sectioned to provide test coupons for mechanical coupons. propecties tests. Tensile coupons were 1/4" diameter round Charpy 7-notch impact cast coupons were 10 X 7.5mm, the maximum

 #18 sleevevidth that could be obtained from the thickness of the svaged coupler.

of the sleeve coupler as follows: Specimens represented three (3) different conditions A - Unsvaged B - Svaged; aged approximately 6 weeks C - Sveged; aged approximately 8 months For comparison purposes, the results of Charpy impact tests previously performed on specimens of #18 rebar are included in this report.Continued tests af ter aging periods of 3 to 4 months were originally considered results but were discontinued after evaluation of the initial obtained.R*sults:[The tensile in Table 1. test results for the three different conditions are given The Charpy V-notch impact test results are given in Table 2 and are presented graphically in Figure 1.1-201_ .. _a

i Discussion The tensile test results for the unavaged censile coupons compared of Results: favorably to the Quanex Corporation Certified Material Test Report _for AISI 1015 carbon steel. A copy of this CMIR is attached. ;Comparison of the svaged (aged 6 weeks) and unsvakde material

• l revealed a significant increase in yield strength (approximately _

l 30,000 psi) with a lesser increase in tensile strength. This increase is due primarily to cold working but st ain aging could ,well be a contributing factor. Also note the marked reduction in elongation from 42% to about 15%.Comparison of the svaged-(aged 6 weeks) material with the svaged (aged 8 months) material reveals a small increase in both yield and -tensile strength but without any significant change in the elongation of about 15%. For comparison purposes, the minimum required elongation _for #18 rebar is 7% (in 8" gage length, approximately 10% in 2" gage -length).Framination of the result's of impact testing as shown in Figure 1 illustrates the decrease in impact strength of the 1015 sleeve material 'as the result of cold working and strain aging. The difference in impact energy values between the svaged (aged 6 weeks) and svaged (aged, 8 mons.) can probably be attributed to strain aging. Note chat the impact energy values for the svaged and aged sleeve mater.a1 at 2d F are equivalent to the 68 F impact energy values for #18 rebar.9 1-202

r Table 1 - Tensile Test Results * - Tested 2/17/82 LNot Svaged - Swaged -Svated Aged 6 Uks. Aged 8 Mos.( Tensile Strength, KSI 64.45 76.45 78.4 r Yield **L. Strensch, KSI 44.55 74.15 76.65 r Elongation,( % 42 15.5 15.5 Reduction of Area.% 69 62.0 62.0

 * - Average of two (2) results ** - 0.2% offset f

1-203

Table 2 - Impact Test Data - Tested 2/17/82 e Sample Test Impact No. Temo .

• F Eneray (Ft.-lbs.)*

r.A- C 50 86.2 5- A 50 23.0 y B- A 50 28.9 C- e 50 55.8 ,A- 0 30 60.2 B- 4 30 18.8 'C- e 30 54.1 C- e 30 43.7 ;A- c 20 64.8 A- c 20 80.9 A- C2 20 67.6 j 5- 4 20 18.4 5- A 20 11.4 5- A 20 18.O C- e 20 7.9 C- p 20 3.6 D- @ 68 5.1 D- @ 68 8.2 i D- @ 68 4.0 D- @ 100 6.8 D- @ 100 7.9

• Specimen Size - 10 X 7.5 nun from Dayton Barsplice Company #18 f Plain Sleeve Coupler
• Specimen Siza - 18 Rebar,* 10 X 10mm A - Not Swaged 5 - Swaged - Aged 8 months C - Swaged - Aged 6 weeks D - #18 Rebar l

1-204

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BAR CRIP OPERATOR CONTINUOUS QUALIFICATION SHEET OPERATOR OPERATOR SHIFT & QUALIFICATION CONTINUOUS QUAL-HUMBER NAME BADCE POSITION DATES IFICATION D

 - .D. _ . . -__. . _ _A'IES -

1

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 ~ 1-207 QAP 10.19, Exhibit D, 5/82 Page 18 of 22

 \

P .- 1 BAR CRIP OPERATOR STATUS WORKSHEET PRODUCTION CYCLE *ISTER CYCLE OPERATOR POSITION & CONSEC. TEST DATE CONGEC.. TEST NUMBER DATE SIZE SPLICE # DUE POSTED SPLICE # DUE POSTED il l ll l it II il ik 1-208 QAP 10.19, Exhibit E, 5/82 P age 1_9 _ eG M-_-___ __--_ -_--_--- ------------------------- - - ----

i APPENDIX 1 lI.The SRQC shall complete a " Test Frequency Log" (Sample attached) for splices in areas governed by ASME Code requirements to verify compliance. ,5 A.A separate log shall be maintained for production and sister splices for each splice position (Vertical, Horizontal and Diagonal)

1) Los is independent of operstor and bar size.

I

2) Splices will be entered in the log in the consecutive order that they were completed.

B.The log shall be reviewed to verify a test splice has been chosen at the sfollowing frequencies.C. Production test sample frequency:

1) 1 of the 1st 10 splices

2) 1 of the next 90 splices

3) 2 of the next 100 splices and each subsequent unit of 100 splices D. Sister test sample frequency:

1) 1 of the 1st 10 splices

2) 4 of the next 90 splices 3) 1 of the next 33 splices and each subsequent unit of 33 splices E.

Should review of tRe log indicate a splice has not been chosen within the allowable parameters a splice will then be chosen and tensile tested l to satisfy test frequency requirements. l l(1-209 QAP 10.19, Appendix I, 7/82 Page 20 of 21

PAGE OF

 =.

TEST FREQUENCY LOG lPOSITION: CYCLE: PROD CONSEC. SPLICE i SPLI E COMPLETION SPLICE ID # TESTED

 ~

i YES N'O 1 ( ) ( )N N IR N 10 ( ) ( )11 ( ) ( )

 , N n 100 ( ) ( )

101 -( ) ( )A - -

 . y . g - -

200 ( ) ( )b+4 x201 g ( ) ( )w .

 - V+q . . #3 300 ( ) ( )

301 ( ) ( )

 , 4 M 400 ( ) ( )

REMARKS:Completed by Z,evel Date Reviewed by L,evel Date cae zo.1s. apreneix z. ris2. rage 21 or 21 i_no .

ATTACHMENT 9 lI DISCUSSION OF SPRINGBACK OF COLD SWACED CARBON STEEL REBAR SPLICES t 1-211 l

_ _ _ _ _ _ _- --- -- - ~Uuitted engineers.~,.~Discussion of Springback of Cold Swaged Carbon Steel Rebar Splices Ii OY I. Majkr1'wski Materials Eagineer

 )

I 1 212 t

Springback Springhack is defined

• as: "(1) The elastic recovery of metal af ter stressing. (2) The degree to which metal tends to retura to its original

, shape or contour after undergoing a forming operation."Springback of the svaged carbon steel splice sleeve is not a significagt factor in the swaged steel rebar splice system since no visually detectable lindications of springback were noted in any of the many swaged splices examined.The most readily apparent indicator of springback would be play or " looseness between the swaged sleeve and the rebar or low tensile strength due to reduced rgripping of the rebar deformations. Since neither of these indicators were observed, it can be concluded that any springback which does occur is not a factor in the strength of the swaged rebar splice.L

• Metals Handbook, Eighth Edition, Volume I, Page 36: American Society for Metals.

r L1 45 1-213

i l

 ~

1m j

ATTAOINENT 10_}-ASME SECTION III LLV. 2 CODE CASE,

 " SPLICING 0? REINFORCING BARS - PERFORMANCE TESTS" \

\t il l(s( -

 -l-215 .

l i l !i ij NM Aconsoveterses mosto 30 Soutn 17tn Stree *

 . j Post Ofnce 8os 8223 mionwus j f Ph 4edelon6e PA 19101 e vas.Lav Poses i

Hay 18, 1982 l iMr. 5. u.vn=en Nuclear Department lAmerican Society of Mechanical Engineers [t 345 E. 47th Street New York, New York 10017 l i

Dear Steve:

I ASME Section III Div. 2 Code Case

 -m unu of Reinforcing Bars Attached for couaittee consideration is a Code f.ase regarding the requiremeses in CC-4333.2.3 for performance costing of anchanical reinforcing bar splice systems. De Code presently requires that each individual test !

report include a load - extension curva to a afat== of 2 strain. f

b For a splicing system which demonstrates relatively small slip i characteristics 2% strain may not be reached prior to load application in ,

the range of the robar tensile strength. Failure of the rebar or splice wh13s !the extensonater, or strain measuring instrument, is still in place could

• result in damage to this relatively expensive equipment. Consequently it is i sometians nacaseary to remove the extensonater prior to obtainia;; a load i extension curve to 2% strain when incipient failure of the rebar or splice is l anticipated. L i

Test results demonstrate that strain of the system near the robar tensile 'strength can be escrapolated to the failure load with a reasonable degree of accuracy if this information is necessary for evaluation of the splice system !performance. 'I Based on the above backgrotund information we request favorable-consideration aof the attached Code Case. Your assistance in this regard is appreciated. ;t

 +

B. B. Scott 385/be Assistant Manager - Reliability Attachment _and Quality Assurance Department cct RA Bradshaw DF there JP Allen l'l 1-216[ a s==- -]

Code Case N -Splicing of Reinforcing Bars - Performance Tests Section III Division 2 INOUIRY: Under Section III Division 2 construction say the rules of CC-4333.2.3 regarding performanen testing of reinforcing bar mechanical splices be modified to accept test results which inr1=le load extension curves to less than 1% strain when failure of the splice-reinforcing bar systen is anticipated prior to attaining 2% strain.RZFt,Y: It is the opinion of the committee that for Section III Division 2 construction the rules of CC-4333.2.3 may be modified to accept test results for performance casting of reinforcing bar mechanical splices which include load extensf on curves to the smaller of 21 strain or the strain at the reinforcing bar =4ainam cens11e strength.1-217

 - . .. .. n

7 1-218-k- ..

RERRENCE 2 E! " Code Requirements for Nuclear Safety Related Concrete Structures," ACI 349-80, American Concrete Institute, Detroit, Michigan, April, 1981.\t f({{l( 2-1

I This page is intentionally blank.

 )

1 ll l2-2 I -

ACI 349-80 ACI 349R-80 Code Requirements for Nuclear Safety Related Concrete Structures (ACI 349-80) i and ll Commentary - ACI 349R-80 ll lc ne:iccu concrete institute BOX 19150 RT.DFORD STATION DETROIT, MICHIGAN 48219)2-3

April 1981 JACI Manual of Concrete Practice s Most ACI standards and committee reports are gathered to-gether in the ACI Manual of Concrete Practice. The several volurces are arranged to group related material together and may be per- 'chased individual!y or in sets.ACI committee: have prepared reports of standards in the general areas of materials and prooerties of concrete, construction cractices and inspection. pavements and slabs, structural design ond analysis. structural specifications and special prode:ts and pro: esses. (A com;!ete cata!cg cf ail ACI publicatiens is availade without f charge.American Concrete Institute Sox 19150, Redford Station Detroit, Mich. 48219 2-4 <l e -- _ _ _ _ _ _ _

ACI Standard CODE REQUIREMENTS FOR NUCLEAR SAFETY RELATED CONCRETE STRUCTURES (ACI 349-80)*Reported by ACI Committee 349 RICHARD S. ORR JAMES R. CRANE C'aae: san Secretary O.\tESH B. ABHAT FREDERICK L N1 OREAD *TH HANS ASHAR JAMES F. FULTON CERALD R. .\lURPHY TED M. BROWN DWA!NE A. CODFREY RICHARD J. NETZEL EDWIN C. BURDERE CUNNAR A. HARSTEAD DRAGOS A. NLTA GRAL BUYUKOZTURK ROBERT P. KENNEDY DUKE CAKES R. T. CANNON JOHN C. KINC JULIUS V. ROTZ KING.YUEN CHU RONALD A. LANC SUBIR K. SEN JAMES F. COSTELLO KENNETH Y. LEE HEMANT H. SHAH V! JAY K. DATTA ROMUALD E. LIP!NSK! ROBERT E. SHEWMAKER THOMAS J. DUFFY THOL*.HAN LIU '*rSTERN ALAN M. EBNER RICHARD H. TOLAND Corresponding and consulting r.seinbers of Cornanittee 349 M. BENDER HAROLD S. DAV!S MYLE J. HOLLEY. JR.MORRIS SCHUPACK CHESTER P. S*ESS This standard covers the proper design and constructies of cor.erere structures which fona part of a nuclear power plaat and which have acclear safety related functiess, but does not cover concrete reactor vessels and concrete containment structures (as densed by ACl.A$!!!f. Committee 359).The structures covhred by the Code include concrete structures inside and entside the coatsiament sMem.This Codd may be referenced sad applied ashject te agresment hetween the Owner and ihi Reiniatorf Anthdfilf.TH reMt 4T l141 tida is lined en the "S.41 Jing C.de R ,.irement f.t Reinf reed -Concrete (ACI 313 77)" and incorporates recent rnisions of that standard.

• g.swe . . a.,4.i d, Anww ee Cearea,1was e Chema.,1898 4, As , .% c, . e, ,; . .t .,,..,, ,,

T , ici.7 e s .am e an sar le77. Idfs. ead (*?*. m euseenre .en see n, egm.eeems.a. . c W ,m.is.., oven. m a.sme.nen.rei ..4.=mw . .ner.serceras=m es *eurve erweeJ *e mee*= .4 **as. t e** arose see emme .* . .me. esen e. ore .e w e ese

 ,...g e e .%. e977, i*?e We 'e*8 Ama=ee Gearvene le**w , , e,..i ,en. van aseousse.nse.es. age.4samme( me 2-5 "*"--'"

34M Ac4 SPAsegeg Keeweedes semia!6tes; aggrega:es. andurage tstrue:ura3. beam ceiXJ1 [taar.41 be sent .supportes.imaniding sedest cements, rnid meaaner constructosa; colus .s tsupear:s.: cosnaan*c strass. corrsesene ceasirectm iceerreie anJ steei.. tr,r pause canestuctian hen.:rese to conc.et.h coeficensi*e strengths con.crete cenetrwcties: tancretes; concrete e aes: coas:rvs:c- emes connevity turec:gral'. cover. cracamic (fracturmet ste-o prcperties. twr 4; does Feaans; def.eessen. c*amings tdrarragh cariinuane t.sistans stev<tures; rege twans; emoceded sere +ce ducs: f.esura! rrens:r.: fourers. i. dried piascs. footmes; iarm= ar's

 ' constructions, framese set meather construc.na: t .spectier.: ovets:* .ooes (f.1rcae r: iced tests tetruttereih menang: runs pri,pemesung. modules eleinessenv: momenssa nessleer yewer sientas auc.'rar reacter snarasp.

muassa nueiser reetsers4 neseleae posesor eatsgy pies seimmass pipes (subasa. 5'a.cp Fresast tearrtte.prestressed concreea peessressene seseis. evakey reest.Je reniersed evacrete; reenser mg Hove t

 , *s resis, selet *t servieraesi;tyt sneer serengths ahearmells; abe!!a (strustiara! forms); spaas; Maatsenes speems; sueegths strengen analvsm: strisetueel assalysses sevasseral design: T-beams; terseerature; torsions

• aam; estert
• eided mire fabnc.

A word about the type . . .ACI 349-80 is organizec in the format of "Bui!cang Coce Recutrements for P.een-for:ec Ccnc+ete i ACI 318 77)." wh:en 's tne asas for the 349 coce. To aid the rescer in cisunguisneg between engina! 318 lan;uage and mate *ial revisec or accec Dy Commmes 349. ACI 349 83 is printed in two tyl:e s*yles. Th!S paragracn is set in helvetca. a modem type face wim a minimum of tines and a squansn aspeerance.Att matenal denved direct!y from ACI 318 77 or ;ts 1960 supplemer t is set in Helvet!ca.This paragraph is set in Times Roman. a t aditions! type face of rounded propor-tinns and one that is frequently used in bucks and magazines. Material derived from AC1349-76 or its supplements. new 349 matenal. 313 material that luis been revised for 349 80, and a:t part and chapter titles.are set in "a lmes Roman. !f any portion of a 318.denved section has not been adopted by 349. orif any portion is revised by 349.the section title is set in Times Roman. as is the revised portion of that section. If a subaection number appears in Times Roman, but the subsection itself is set in Helvetica. the subsection is directly from 318 but has been renumbered for the sake of continuity in the .249 document.CONTENTS PART 1 - GENERAL Cha pter I - G eneral recluirements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .t49.;3.1 - Scope 1.4 - App.ovalofspecialsystemsofdesig iorconstructum 1.2 - Drawmps and calculations 1.5 - Quality assurance prestam 1.3 - laspection Cha pt er 1 - Definitio ns . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 349-7 PART 2- STANDARDS FOR TESTS AND MATERIALS C ha pt e r 3 '. l at eri a ls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ".4".9 3 0 Notation 3.!- Metal r :nforcement.31 - Tes:s of matenais 3.6- Aemistures

 ).: - Cerment< 33-5:or:.ge and identifiestion of mr.te%

3 3 - A;;r:g;;tes 3 3- Stand -ds etted in taa CoJe 3.4 Water 2-6

.,,,m.. . - .

 .m ,

7 s \

 , 'g anws a fAagggne 3.2 - Cements , - and centro! :cnsistency in potentialh sanstde char v 3.2.1 - Ce eat 3 .a:1::nfcrm:: one ef ~Ie tr **"I**5"#h  *#"""'*"II"d""#^*""d ""'**

fct:cwm; a:ecificat: ens f er =crtianc caten:- "*I 0"* f 'D*" . # 9' *- "

 ,a' S:e:":::::n f: P:;ntan.: C e me.9t" iA S * *,' ~I*"' "" * *"#* * * . . x"y ASTM C .89. and ASTM C Pt shall be re.aeated whenever there is ressen to suspect a change m th. ', w m "S::s:.ficat:a. fer BWecec Hycrautic s '

basic geology or mmersiogy of the a;gregates.Cements 3.57M C Sgs;. ,xclucmq Types S anc 3.4 Water i

 >- wni:n are not intenced as pnncica

smerteg cens:ituents of stri.cturaicencrete 3.4.b Water uyed m mismg :encre:e sna . :e 3 3.2.2 -Cer ent asec m 19e v.crx srall cerrasconc dean anc fru from intutteus amc*ms c' cos.

acics. aH(ahs saus, crgart: matecs. cr etne' to that on we'en selectier' of concrate::re:orticas su stances tnat may ce ceMtenous tc :entate er was :asec. See S4::ics s.2.remforcement. .3.2.3 - Ssery shipment of es nent shsil be sceom- N, psmed by a cer:ified mili test report stating ihe results of 3.4.2 - Mixing water fer =restressed coa *et, =r 'ac:ual tes:s representing the cementin hipment and the ter ccnc'ete that wist centam a'ummur' e -* - . .ASTM *:ee:fi:stion iimits for cach itern of required ecments. metucmq that :ortien et miving .. ate-

hemiest. phy*ical. 2nd optionas charse:erist:es. No contricutec m the fccm cf free meisture ca ce:nent thsii be useu in any structurs: con.'rcte prior to aggre;atey small t'c! certam ceiete'icus ameants re:cipt cr'

• d:y rnill test strengths. cf :Micrice ton.

3.3 .Aggre;3tt's 3.4.3 - Non cta:te water small nct de "esec e tenerete un'er.s tne fG!iewm; are satis! ec:3.3.1 - Concrete ag;tegstes shall conferm to one of:he fellowmg spe:i$ cat: ens: la) Seiec::cr at cen: rete Or0:Or;i:9s small te 7 .* :asec on concraft mixes using ..ater f* m t e e al"Spectil:atica fer Con: rete Aggregstes.. I ASTN - g, ,gy,e C 33).to. "Spe:ification for Aggregstes for Rsdistion- 2 Menar :est cu:n mace wi:n ner: eta: e

 - niixmg water snan man Lcay arc .,84av Shielding Concrete" I ASTM C 63D.

strengths equal to at least 90 cercen =t -3.J.: - Aggregates failing to meet ASTM C 33 but streng:ns of similar s::ecimeas mace witm which have been shown by special test orite:ust service potacle water Streng:n test cein=arison sna.i to; reduce :oncretc ofsdequate strength and durability te mace on mortars. icentical exce:t ter 'ae rna) be used for normal weight concrete where mixmg water. gre::arec and testM m a:-su:hnnzed by :ne Engireer. '"cercance with "Metnce of Tes: fer cer1=ress've ~~3.3.3 - Nommal max: mum si:e of coarsa S8'engtn of Hycraulic Cement Mortars iUs.ng 2-ag;*egate smalt not::e aarger tnan: 'nen or 50.mm Cute See:imens!"( AST'.t C M?- a tai ti!:ne es' owest c:mension t:etween sicas 3.5 - Metal reinfnrcement of ferms.ner -3.S.1 - neinforcement snall te celermec reir.m:: :me ce:t et fla::s.ncr , tcreemeat, exce:t that ;iam remfercement .sv te usec for s ' rats or tencens: and mmfe ceme" i:: 3/a :ne mmir um clear s:acm;::etween, consisting cf structural stes!. steel:: e. cr stces mcivicual remforcing cars er wires.::unctes of tu::mg may De used as scecifiec m th:s cece. .mars. cr crest'essing tere:ns or cu::s. ,3.5.2. -Rchiforcement to be welded shall be in.iicated , ,T9ese 'ir9 stations t=ay rat wawec ef m the on ille dr . wings and welding procedure te 19 5edsha..guagment cf :e ~ngmeer. worka::ility arc bt Tectbd. ASTM steel spe:ifiestions. . teert fer metrocs et consoi' atier are sucn trict 0:ncrete gg. 3,; ; ,Can e O'acec w.!ncut r.caeycomo er vo6cs. sg g J.J.4 - Teatin: requirements procedures specifed in "St .::tural We! ding Code -Reinforcing Steel" (AW5 m 4 of :he Amen:an J.J.4.1 -Tests for fa?! conformance with the appropri-ste spe:ifi:stbn. including tests for potential resc. "I b"NIY' 9

ivity, shal! t e per'ormed pncr to ussge 'n construction 3.5.3 - Deformed reinforcemer.:

unicu such tests are specin::.!!y exempted by the spec.

 . .I . De omed remforcmg bs-s M enk-m 'a ..

iG:stions at not being appi: cable. one of the follnwing s9ecifications and its su:riemen.J.J 4.2 - A daily inspection contrnt program shall be tary requirements. exc.;t as ;rovided in Se:::on carned out during con: rete production to determme 3.3.3.3.2-7 *

 \

 ~ . c c -

n r_kw. 9_ ,,4 n _~Ns

 .as " Specifier. Wor 0efs ed and P! sin Billet. crevicec 19ey conferm t mmimum requirements

Steel-0:ts for CW:rch Ke:r.forcement" . AST5t ~

et tnese see:sfications anc co est nave::rcsert es .? t i A + 1.4, s('- 'tnat mase tnem iess satisf acten, tnan "t:se oste: -

 + ASTM A 401. A 416. er A 7:2-F d i "Spe;stbrien for Low Al< iy Stee! Ocfarmed I

br> f6r Concrete Reinfer:: men:" ( AST5! A 706i. 3.5.6 - Structural steet, steel pipe or tucing -i -31J.i- A minimas of one terNie test shs!! be re. 3.5.6.1 - St acturat steen usec .viin remecec:ng -

s. auired foi cach 3 tons of esen or si:e ;teduced from cars m com osite :m ression me n=ers meetmg recuaements cf Section 10.14 7 or 1C 14 8 s9all t -

each hest of stes:. ,r .

 .. : Ocnform to one of tne felicwmg s ecif::aticns:

a - ~,. J..<..CJ - 5pe:ifica yield <trength / for deformed rem. -forcing Nis shall not t x;eed 60.000 est. .a) "S e sfication for Structurar Steel" ( ASTM 3 ~ 'A 36).3.5.3.c - Sar anc rec mats fe: :encrete rem.[ forcemect snati c nferm to "Sgecification for (D) "S:'C cation for Hign.Stren;tn L:w.Alicy- : acre:ated Deformed Steel Sat feats fer Ccne rate Structurai Stes!"tASTM A 2421 e.nicfeement"tASTM A IS t). , _ . Q, ,g; ..ggg,..g,,, n .x Hign Stre 'q'n ' w.a 'ev -

 =

3.3.3.3 - Deformed wire for co.tcrete rc.hr:ement Structurai Manganese Var.acium Steet . ASTM h- ih.;!! octorm to " Specific: tion for Deford-d Stsel A 441L y Wire for Cimerete Reinforcement" ti.ST.t A 406).' ex. ,;; -.g;,e,,, 3, en ge, n,go,$g,,ng;.3 L;.,, .;p y _

 =

eept ihm wire shall not be smaller than fi:4 D4 ,~ Columcium Vanacium Steels cf Structurat J.J.J.6 - Welded smooth wire fabn: (cr concrete Quality"tASTM A 572).F remforcemera sha!! conform to "Specifiedtion for di '.S:ecificatien for H W . .:V

 .i m

WeMed Ste.el N..re r:bne for Concrete Rem. force. Stru:turai Steei witn ,0....G.n

si Strengt*.

Minimum'.v ie.c --ment. .i AS'I M A 1851.es:eptthst weidedintcrscetions .

 >nall not be s' paced farther ap:rt than 12 in. m direction P n 4 m. TwSSTM A 8m of pnmary flexural tei .fo-:ement. s 3.5.6.2 - Steet ice er tu:mg for ec m.c: site ccmcressicn memcers ccm osec of a steel -

3.5.J.7 - Welded deformed wire fabric for concrete encasec emncrete ccre meetmg re:uirements of

remforcement sns!! conform to " Specification for w elded Deformed Steel Wire Fabric for Concrete Secticn 10.14 6 snatt

:nterm to one et e renewing s:ecifications: -

_,' R,rinforcement" IAST5! A 497), except that welded

 .stersections shs!! not be spaced f:rther spart than 16 tal Grace B of "Scecification fer Weice: anc in. in oisectien cf primary flexural reinforcement. Seamiess Steet Pice"( ASTM A 51.

c 3.5.4 - Plain reinforcement x

 , tc) "S:ecification for Ccic.Fermac welcee anc C c6n- Seamless Car:cn Steel Structurat Tu ing .n

- 1.5.4.form , . Plam.to tm spe:.!!:stionbarslistep for spirst rem. forcement -cunds in Sectiona. .M. 5.a.1:s> ,,,,.)anc Snaces.. ( ASTM . ...E metading adution4 equirements of Section 3.5.3.2. ic: "Scecification fo* H:t.Fer .ec Weice: an:3.5.4.2 - Smooth wire for soi:*.! reinforcemer'it shral c*e:miess Car **"a Steel c'ru"-

• rai T~-
• m * "

esnterm to &ecifiestien for Ced.Orswn Steel Wire ' ASN # IO"-rer C.merete Remfercement"(Af,T.'t A S:1. __+ , ~ ,3.6 - Admixtures i ;3.y - Prestressittg tendent i ; 3.6.1 - Acmixtures to be usec m :n= rete sna;t ce 3.5.3.1 -Wire. strancs, anc cais' for tencens m setteet to :nce acueval:y tne Engenur.- crestresseo concrete snail centorm to one of tne 3.6.2 - An acmixture snau ce snown ca a:: e of o.;cwmg s:6:sficatiens: mamtammg essentially the same e:m csition

 .ai "Sceci'icat:on fer Un:cated Stress Aeleec anc cedemance tnraugneut me acm as *ne . .i.:e 'cr Frestressett C ndete"q ASTM A 4211 mccuct usec in estad.snmg cencrete Orc:crtices -

en acecreance witn Section 4.2.[. ' ':eccificat om fet U*C28tec ceve** > Wire

 'Wdf etievec Stranc for Prestressec Con. 3.6.3 - Acmixtures :entamm; :n:cr:ce icns sr an

- N u ' drF . ASTM A 413) n:t te usec m crestressec :enerete er m c:ncrete 5q' . . .

ntaming aluminum emDeCments if inter use wilt N S:Mel!l Cation, 'cr Unccatec Hign.$lrengtN

= Steet sc *cr maes~essmg Concrete" (ASTM r0 uce a cere!er'cus ConcentratiCn Of :nict: e ion m tne mixmg water A 7*D 3.5.4- Air ectrammg a mixtures snati centerm t:3.5.5.2 -W.<e strancs. aM::ars not s:ecificallyy "$:e rfication for Air c tramm; n Acmixtares for e vn .c %S7NI A 421..a J 88 er A?* - :se4 Ccn: rete"iASTM C 260).w ._ 1 j 2-8 s

 /.c. t.7A. ec/. A 5 12.14.2 - E :s of s egie leg. sim:le U. er muit::ie 12.15.2 - Lap splices 5s! 'u:s sna.! Oe ancnorec Oy cne of :ne 10":wm; esns: 12.15.2.1 - Las sotices sr all not ce usec 'er cars larger tnan s11 exce:t as provicec in Section 12.14.2.1 - a stancarc ncck nlus an emcecmeat of 15.5.5.

0.5 e, 7: e C.5 (, emcecme..t of a st:rruo leg sr en se taken as tne: tance cetween micde=tn :t 12.15.2.2-Lao sciiees cf cunctec cars snan :e

=

r em erd!2 crac start of nocx(;oint of tangen:ys. :ssec ce the la; splice lengtn recoirec fc' *-civicual Cars witnin a cuncle, mersase: 20 se'-12.14.2.2 - Emcecment d/2 accve er catcv. cent for a 3. car cuncle anc 33 :ercent for a 4. car mic:epta en tne ccmcression sica of tne memeer : uncle. incivicual =ar s: aces witnin a cuacte for a tu!! cavelocment lengtn I, but not less than snali not overtac.

24d. er for cefctmec :ars cr cetermec wire.12 in.

12.15.2.3 - Bars solicec Oy non:entact ta: s:iicef 12.14.2.3 :or r5 car an:: 031 wire. anc smaller. in flexural mem ers sna;l not ce s acec tran.cenc;n; around longitucinal reinforcement sversely farther acart tnan 1!5 Ine requitec ia:tntcugn at least 135 ceg plus, for s:irru:s with sclice lengtn. ncr 6 in.cesign stress exceecing 40.000 osi, an em.Cecment Of 0.33f . The 0.33 t, embecment of a 3:15.3 welded splices and mechanical ennnections gir*ue 'eg snail ce tanen as the cistance between icceptn o' memcer d/2 and start of noon (coint 12.15.3.1 -We!ced splices anc orner meenamca:Of tangency;.00nnect: ens may te usec.12.14.2.4 =ct each leg of welded smoctn wire fabric forming sirn le U. stirrups.eitner. 1115.3.2 - E. cept as provided in this Code, all weld-T

 ;al wo i:'gttucmal wires spacec at t. 2 m. ing shall conform to "Structurni Welding Code -

s:acmg aiong rne mem er at tne too of ina U. Reinforcing Steel"(AWS DI.41.fm Cne 6:ng:tuciaal were tecatec not more than 12.15.3.3 - A full welcec sOnce snail nave cars dt4 fre- the: m:ression face and a secenc Outtec and welced 'o ceveise in tension at least were c'ese te the ccmcrossion face and scacec 125 cercent of specinec yielc strength f, cf tne r'et less than 2 in. from tne first wire. ine car.secene wire may be located on the stirruc leg 12.15.3.4 - A full meenar'ical connection sn ail cayeno a cene, cr en a tend witn an insice devele:in tension or cem ression as recuirec. at ciameter Of cena not tess tnan 8d.. least 125 percent of s:ecifisc yieic streng:n f, c' 12.14.3- 9e: ween ancnored encs. ea:n tenc in Ine centmucus certion of a simple U stirrucs or 1115.3.4.1 - Mechanical connections shall be qual.multicle U stirrue snali enclose a longitucinal tar-fied for use in the construction en the bases of the 12.14.4 - Longitucmal cars cent ic act as snear IOUO*iUE PdO#'3"**!*8 3 remicr:ement. if extenced into a region of ten- (a) Static Tensile Strength Tests - A minimum 0f *it, sien. shall ce c:ntmuous with icngitucie.al static tensile strength tests shall be conducted con-remferce ent anc. if extencec mto a region of sidering the range ef vanabilities in spii:ing material.

meressicn. smalf te ancncrec ceyonc miccepth in mater:at of reinforaing bars and in the anticipateu d 2 as s ecif:ec fer cavelecment tengtn in Section environ. mental conditions (temperature, humidity.

12.2 fcr that art of f, requitec :o satisfy Ec. (11 etc.). A;1 test samples shall meet the requirement of iS). Section 12.15.3.4.

 ._ 12.14.5 - Pairs of U stirrucs cr ties so taced as to (b) Cyclic Tests-Three specimens of the bar.to.bar form a !csed unit small be censicerec properly connection fer each reinforcing bar size and grade t to s;is:ec wnen leng:n ei'acs are 1.7 (,. In memeets be used in constmetioni shall be subjected 'o In'1 at leas: 18 n. ceep. suen schees with A,f, not cyc!cs of tensile stress variations from 5 percent to 9n more tnan. 9000 lb cer !eg may :o censicerec percent of the specified minimum yield strength of acequate if st:rruc 'egs extenc tne futi avaitatte the reinforcing bar. The specimens shall withstand ces!n of mem:er. the cycti test withcut loss cf stati: tensile trength capa:ity when compared with like specimen in tai 12.15 - Spices of reinforcement - General and tested st:tica::y to failure following cy:iic tests.

12.15.1 - So::ces of 'emfercement snali ce ma:e 12.15.3.5 - Weicec s:iicas aac meenamca, Ioniv as re:uirac cr :erm:ttec en cesign cravnngs. connections not meetng recu,rernents et Sects:n cr d sCeci'icatlCns. or as autnctized Oy !ne 12.* 5.3 3 Or 12.15 3.4 may 'lte usec m a :Orcance Engmes' witn Section 12.16.4.j 2-9

1 -~ -i 12.15.3.6 - All weMed spli;es and mecham:a! conne:-remter:ement '".411 ce ratee a: :nat fra::: ' f, tsur. ins!l be visually exarnined ey:. qualified and et*l

 ; erien:rd mspector to assure that tney are properi?

ce';ne:: Ov ine ratio :t tne sncr:er a::ua!} ivralWJ a: the place of :enstru: tion. Where it is Jevetecrnea.t leng*n:: I, recu: rec to cevetc:: *ne cestned ne:ess:ry. the Engineer may recuire the de- 5:e:,he: yte: streng:n f,{ j_3:ruetne tests of production spiic:s to assure the com- ,,, ..g g ..li:.nce ws:h Se bons 12.15.a,.3 and 12.!!.3.4. g g g g g g, g , ,, 3 , , 3,3 1 *.!!.J.7 - Mechanical eonnections shall be s:aggered j 12.15.3.4 and be stag;cred ut least twi:: the thickness a: least 24 in, with cennections of adjacent bars if the of the memoer but no: less than 24 in.ofthe danit s:tain ex:eeds 0.003 m. over per m.the and iffulliength the maximum of sphee ed at1116.6 0.9/'compu:bar

 - W. elded splices orpositive connections shall design load stirst at the connection equals or exceeds D' "'Y IO# splicing load carrying inot cra:k-controllmg> reinforcing bars located in a reston with i 12.16 - Spilces of deformed bars and membrane tension normal to the splice. The average j strength of these spli:es shall be equal to the mmimum i

deformed wire in tension ultimate s:rength of:h bar.

12.16.1 - PAmimum ieng

n =f ta: fo* tension is: 12.17 - Splices of deformed bars in j s:i.ces snais se as recuire: for Class A. S. cr C compression i s:1>:e.::ut net iess: nan 12 in.. wnere-C:sss A sctice. 1117.1 - Minimum length or. lap for compression 1:p

{ . 1.0i, i splices sha!! be the development length in compression j C: ass B sshee. . . . . 1.3(, computed in accercance with Se: don 12.3. but not less C; ass C sch:e. than 0.0005/ 4. nur 12 in. Forf less than 3000 psi.1.7i, length oflap shall be increased by 1/3.

 .snere i, is :ne sensue evet:; ment iengin for tne 12.17.2-In tiec romfer:ec :ompressi:n mem.

i 1s ecifiec y!eic streng:n f, m a::oreance witn eers. where ties inrougneu: !ne Ia s: hee ie9g:n 1 *ection

 ' 12.2.

have an effe :ive area net less: nan 0.0015 hs. sa:1 12.16.2 - Lac 5:lices of ce'ormec cars and slit:e length may De multipliec ty 2.82. tut :a:j lengtn snail not De less inan 12 in. Tie legs cer-

e*:rmec wire m tension snait centorm to Taste pencicular to cimension h snait te usec m i 12 M.

setermmmg eifective area.TASLE 12.15 -TENSION LAP SPLICES

 . .2 .;.

12.17.3 - in s;:tratiy reinfor:ec ccmcressien va..w- :e.:ent:,2

.iees mina rec +<*c members fac sci. e longin of cars witam a s:eral

< u em 2: m;** may De multichec Oy 0.75. mut la: seng:n sna!! n::i -= De less than 12 in.i a: t too

w. .. Cassa c: ass A c. ass 5 mea an: > 12.17.4 - Welcec solices or me:nanical::n-l .....-; sss s cass e etass e nections usec m compression snad mee:

i recuirements of Se::icn 12.15.2.3 r *2.15 2.4' . . . *. . , , .. . . ~ z.. .n.12.17.5 - Enc bearing splices j 2.16.3 - Weicec splices or mechanica! cen.i nects:ns usec wnere area of remforcement 12.17.5.1 -In cars recuirec for com:ression ens).{ :revice: is sess tnan twice that required oy com:ressive stress may te transmittec by} anaiysis sha'l meet recuirements of Section

Dearmg of scuare cut once heic:

q concentri j 12.15.a.a, or 12.15.3.4. contact ey a sua chict

12.16,4 - Watcea schcis or meenanical con. 12.17.5.2 - Sar ends snali termiate in flat sur-1 nec

ens usec anere area of remforcement faces within th ceg of a regnt angle t::ne axis :f 7 rovice is at lesst f.$ ice inat re::uired by aheiysis the ears anc snal! e fitte:: witnm 2 ceg of fai

 , mail meet :ne fotlowing: bearmg af ter assemoty.

2.16.4.1 - Spieces sta: ce staggerec at least 24 12.17.5.3 - Enc: earing s:iices snart be use cniv

! e in mem :entamm; clesec ues.anc m suen manner as to ceveto: at every lese: J ise:n:n at least twice the c:lculatec tensile force ms. or scirals.i a :nar se:: en out not sess tnan 20.000 psi for j :th, area of renforcement provic .c. ,12.16.1.2 -in ecmputing ten.sve force ceverCDec 12.18 - Special split:e requi ements for j s' e4:n saation, s lic0c reinforcement may De ratec s: **le sDeciff*c sCli e **reng!n L.fosalecec 12.18.1 - Where 'ac!Orec teac stress in M ltengituC'nai Oa's m a Colu*nn, Oal: Liatec fCr c!2-10 1 1

i _3" ACI sTAN A3C e

 = .a"c'.s a: ag: me'"ations.

• aries fr:m f, ia ::etween cute't:s* Or:ss Wares et ea:n ta:r':

.:ression:: 1 2f. Or .ess :n tens;en. ta sneet snalt no:::e ie s tr sn 2 in. r, snan :e 9e s::::es::u: ..e;:6: s:n=es. me: nan::aa :en. = eve e:r en: le;:n f:r:*e s:ect're: ,'eid

 = *e: :ns. :P en: :ea c; sce:es na, ce .sec. stren;:n f. in a:::::an:e e.::n Se::::n 12 5 7::a easae strea;:: :vi:e:ir ea:n 'a:e Of :ne

" - Oy 5: :es 2.:ne o ey s: ices n::m. 12.1L2 - Ls: s e:es! weice ce': m e

__ :'nat:ns e.:-:: an eng uns:a:e:::ars a: faeric. witn n: cross Aires Acin m 'a: s: :s] ::e:.t.e: rei: s re99tn I, shall C6 at least twice le g: . snall::0 0Stermins.* 48 'ct :S!crmac .we

ne cai:u a e: :e,sion in tnat face et tne::iumn

 .... n.. .ess . an ... .. re:utrec Dy Sec::ce 1,,...c.. ,

12.20 = Si ahgas

 - of wc.ided amocth wire f atpic in tenstori - -

12.18.2 - i4ne e 's:torec i:ac s!'e s s in Minimum leng:n Of las for lao 3:!i:es of wei:e::i:n;ttucina'::ars in a :clurt.n. =cica:atec for any smectn wire fabri: sna:1::e en a::st:ance .etn tne

 .:a:in;: -::ra:.:n. ex:eets 172f, in tenssen. Iap folios.ing = s :i es esi;ne *: cevetc; the s:e:! ec pel s reag:n f, in te9s en. or full welced sefices Cr lutt 12.20.1 -Wnen area cf reinfercement previ:ec s ecnani:a::,-e::icns in ac:Or::ance witn less: nan twice tna: re::uire:: my analys's at s:ii:e Se:9en

• 2.15 3.3: 2.'5.2 4 snan ce wsec. iccat:en. Ism;!n of overia mirasure: :e:*ee-eutermest cross wires c' eact 'a::"e sneet snal' 12.15.3 - t-::~::-ta :r:ss sections c' :elumns n:t::e iess inan one s::a::n; cf :rcss wires As 2 vne e s:'::es a e i :a'ec. a nmimum tens:i'

 .n.. ner less than 1.5 i,. ner 6 in. I, snan::e tne s: e g:a + es:- fa:e:: :ne :c:umn ecua: to 1.4 ceve:::; ment leng:n f:r tne s:e: fie: yei:

n.e area et ve ':ai reint:r:ement in tna ta:e strqan f, in a::or:ance ws:n Section 12.9.

 - uiti:9e::v f. snait::e orevicec.

12.20.2 -When area of reint:rcement provice: :s 12.19 - Splices of welded deformed wire at least twice tnat rece: rec ey analysis a: s:a:e? f abric in tension location, tengtn of everiao measure: cetwee-12.19.1 - Mine um 'eng:n of ta: for ta: solices cf outermost :rcss wires of eacn fabri: sneet snati welcea ceforme: . tire ta::rre caeasured between not be less inan 1.5f,,. nor 2 in t, snalt be ne 3 :ne ends c' ea:.n f aeri: sneet snail not me less ceveto: ment lengtn fer the s ecifiec yisi:tnan 1.Ti, nor 3 in , an tne overtao measurec strengtn f, m a:: rcanca witn Se::: cn 12.9.PART 5 - STRUCTURAL SYSTEMS OR ELEMENTS CHAPTER 13 - TWO-WAY SLAB SYSTEMS_=13.0 - Notation I, = mement of inertic cf gross secJicn of a cetumn

""_ c, = si:e cf re:: angular or e:uivalent rec- 1, = mement of inertia a:::ut centroical axis !angu.ar column. ca: stat. cr::ta xe: of g* css sects:n of stac, measurec in the cire: tion of tne s:an for = h8 /12 times veictn of sta:: cefinec i.n 1 wnien moments are ceing determinec. In. notations a anc 3, 2 c: u size of re:: angular cr ecuivalent re:- K. = flexural stiffness of team; moment =er tangular c:!umn. capital, or Dracket unit relat:en= measured transverse to the cirection of K, = flexural stiffness of d'vmn: moment ser M"

Ine scan for which moments are Deing unit rotation cetermtnec. in. K,, = flexural stiffness of equivalent column.C = cross sectional constant to cefine tor- moment per unit rotation. See EO.t:26) 5' "*' '* * * S *

• E" ': 2. a> K, = fiexurai siifi .ess e, siao: momeni er B -

C = csstan:e ' rom extreme com ression fiber unit rotation to cent'oic of tension reinforcement.in. K, = torsional stiffness of tersional memce" E,, = mccu'us of e:asticity of Deam :encrete moment per unit totatton

E,, = mocutus of eiasticitt ot e:lumn =enerete t. = tengtn of cieer span in cirecticn :nat E,, = -ocu us of etasticity of stac cencrete moments are::eing dete mi*ec.

h = verailtnienness cf member.in. measured face to-f a:e of su:00"s 3 1, = moment Of inertia ac0ut cen;rcical axis I. =lengtn of scan in c;tection that me. Tents cf gr0ss section of mecm es defined in are ceing ce!srminec. measure: center.Se: tion 13.2.4 to-center of succorts

2-11

U Acl CoseWTrEE AE70GT CHAPTER 10 - FLEXI1RE AND AXLiL LOADS Chapter 10 is identical re that of ACI JIS except as strue:ures is contrailed by! cad combinations other than described be!cw for Sections 0.6 and 10.15. those corresponding to a service condit:on. Cen-sequent!y. st service loads. the reinforcement stresses 10.6 - Distribution of flexural re!nforcement for nuc!est safety strue:ures are not!.kely to ee as high in bearns and one way slabs na chose for ACI UR atrumree All subsections of See: ion 10.6 sre identi:al to these of 10.!!- Special provisicas fot: walls ACI 313 except 10.5.4.g g;,, g g ; 3 g 3,g,.,In lieu of stress calculations for/. 0.40!; =sy be used. 7,12 are more applicable for the thick concrete nuclear This is itss than the value of 0.c0f; spe:itled by ACI safety structures than the corresponding requirements 318. This difference exists because, uniike ACI 318 of ACi 318. See Commentary Section 7.12 for discus.structures, the reinicreement design for neelear safety sion.CHAPTER 11 - SHEAR AND TORSION The commentary in ACIJ13 is a;pli:sble to this chapter the expressions for V,i and V.: are denved by limmng except as noted heretn. :he principal tensile stress in the concrete to 4 \ E 11.2 - I.!ghtweight concrete Figure!!.I illustre.tes the provisions of 11.11.2.2.Due to the Isck of extensive application of!ightweight 'i concrete in construction of concrete nuclear safety i , . . .structures. Section 11.2 of ACI 318 was completely .. :s, .eliminated. Refer to Section 3.3.! for further commen- y e' '

 / .l, a t"Y-11.11 - Special provisions for s!shs and .C!qp /1 a L.

iir -

 - l QT footings Subsections!!.!!.2.1 and 11.!!.2.2 are added to this / M---------- . s Y< ~

li 'r --------- -f--sc:: ion. In concre:e nuslest safety :ruc:ures, s!sbs are a a a/ a a a subject to loads producing punching shear forces which g/ *-'have to be considered in combination with for:es in the ,_ _ ,plane of the!!ab. The forces m the pisne of the slab w .: ., . 3, . y could be dynamic f seismicNr static (shest due to wind, tornsdo. equipment. e::.l. The concrete snear streng:'. Figure 11 1 - Concrete she:r stren;th !n preeence of for this ccadition is given in Subsee: ion!!.!!.2.2. and membrane stresses CHAPTER 12 - DEVELOPMENT OF REINFORCEMENT The comments.y on ACI 313 is applicsh!e to this chap. reinforcing bars to be spliced and filling it with greut or ter except as described below: fe-rous fi!!!ng metsl. II) tr.per threaded siceves, 431 swaging the s!eeves shot or cold) sround r=infor:m; 12.6 .\techanical anchorage bars, and t4) thresded sleeves over :hread deformed 12.6.2 - Froef of venfication of mechanical anchor. reinforcing base. Each of the methods of echanier.!ages ms) be required by the Regulatory Authenty. conne:tions may have its I;miting co .ditions, under which it would perform satisfac:orily. The range of 12.15 - Splices of reinforcement - General vr.riseitities te c' e consiuered in subparsg=:h ist ef tne Code may be sa:is:Ico by reviewing istge sampics im:n.12.15.3.4.1 - Mechani:al connections for reinforcing cf 1001 of eenfor=r.nce tests on splices: ens:ructec bars can be made b) vanous me: hods. Some of the under ac:ust field concitions ior uncer sirnulated tield known methods are: I1) providing a sleeve around conditionu consi::enng vanstions in weather, mate.2-12

act c0mur-7EE RESOM CHAPTER 3 - MATERIALS The commentary on ACI 31S is applicatie to this chso-ter except as descnbed below- 3JJ 3 - To limit the si::s of erschs in the re!stively

C massive concrete sections, design yield stren;;ths are 3.2 - Cements limited to a maximum of 60.000 psi for deformed bar J remfore

ment. For further corr.ments on timit:r.g :o x

3.2.3 - The requirement for receipt of certified 7 day 60.000 psi r:inforcement. refer to A.ecian o 4:his mill test matenafs reports in scvance of use is impc::d commentary.

 = to mferm the materials engineer of changes in cement 3.6., Admistures strength to provide guidance in altenng concrete mixes F ^ , when significant changes in strength cecur. Such alter. 3.6.7 - For quality assu=nce. full ec.cformance tests stions can both achieve incressed assurance sgsinst are required fer all sdmixn:res pner to ussge. An in. .e low strengths and reduce the standard deviation cf frared spectrum trsee of th'e conformance test sample of

. r, strengths, providmg a means of cotima:mg the cement water redu:ing and air entraining admixtures is te-$ contents and reducing the her.t of hydrutien effects in quired as a :ontrol measure for comparison with future mthese relatively massive structures. shipments.b 3.3 - Aggregates 3.'r - Storage and identifiestion of materials

 - 3.3.1 - The referen:e to lightweight aggregstes has 3 7'I ~ Expanded emphasis on the protection and ' been deleted. The minimum thickness of most concrete tra:esbiitty efmatensis m storage is given to assure that the proper matensis are used and to minimize deten-membe s in nuclear piant :onstruction is based on shielding requirements which are dependent on the odon of these matensis dunng norsge.

densitfaf the concrete. I.ightweight aggregates would

 "~ Certified Material Test Reports (CMTRI provided fer require !sr;er minimum thicknesses sir:ce the sizing of concrete material. reinforcing system material.

alumns. spae:ng of walls, etc.. is usually contreiled by

 ,- prestressing system material and welding and brs:mg live load, seismic. or shielding requirements and not -- =steris!. should include the followingt floor aesd loads. There appears to be no advantage in 1 using lightweight aggregates in nuc!est structures. (s) Certified reports of the actus! results of s!! re-quired chem::sl analyses, physical tests, me:hanical y 3J.4 - Minimum testing requirements are specified to tests, examinations (ine!uding radiographic films. re-g assure sggregste quality.

pairs, and heat trestments (including times and tem-( 3.3.4.3- Anytirne there is a basic change in agg-egste peratures) performed on the material.E ""source, the aggregate should be tested to determine ib) A ststement listing say chemical analyses tests.suitsbility foc use. Retests for soundness ( ASTM C 83),examinations, and heat treatment required by the abrasion resistance ( ASTM C 131), and potential rese-material specification, which were not performed.E tivity (ASTM C 39) are required since they are not C included in the routine testing of aggregstes. (c) A statement giving the msanerin which the mate-ris! is icentified. m, eludin:e a spe:ific r.arking.

 = 3.4 - Water 3.7.2 - Concrete materials should be hand:ed sad r Guicance for water quality may be obtained from Sub-stored in se:ordance with Chapter 2 of" Recommended

'c paragraph CC.123 of ACI 359-74

 ' P set:ce for Measuring. Mixing. Transporting and 3.5 .\letal reinforcement .

F!se:ng Concrete'* reported by ACI Committee 304."

~_ 34.3.1 - Use of rail and ax!c steel is excluded because erence ofinadequate traceability.

3.1. ACI Commines 3o4. "RecommeMed Prse: ice for Measurms.G Mixmg. Transponmg and Placing Concrete (ACT Jo4 *3F, ACI 3.5.3.2-Testing requirernents for reinforcing steel are sneam pmr,rs e, v. 69. suiy, t,7., y,. 3;4.4:4. Asso wt

 ] given to conform to reguistory guides. staavad af Cancme P scrice.

CHAPTER 4 - CONCRETE QUALITY x.

k. The carnmentary on ACI 318 far this chapter is appli- 4.1 - Gener:1 esble except as described be!ow.

& 4.0 - Notation 4.1.3 - Con: rete -. embers 24 in. or more thick will retain sufficient moisture throughout the first!!montht y The splitting tensile strength requirements have been to assure continuous curing and hydratien of the major L eliminated since they apply ceily to lightweight aggre. portion of the cross se:tior. These large members gates, wh::h also have been eliminated. ratFy receive full service loads for many months and.'{ 2-13 c_

l eI 2-14

i REFERENCE 3(r ASME Boiler and Pressure Vessel Code, Section III - Division 2, " Code for[ Concrete Reactor Vessels and Containments," the American Society of Mechanical Engineers,1980 Edition.[[[{l( -((([[[3-1

I Ii iU lI tI i i i s 1i J i1 4I '! J ii i! l -4 il i i l J l This page is intentionally blank. ,l A1 lJ it ,I I3 l4

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1. 3-2 i l l

ASME BOILER AND PRESSURE VESSEL CODE AN AMERICAN NATIONAL STANDARD ANSI /ASME BPV-III-2

• ACI STANDARD 359-80

SECTION III Rules for Construction of 1

Nuclear Power Plant Components DIVISION 2 Code for Concrete Reactor Vessels and Containments t1 1980 EDITION J

, JULY 1,1980 ASME BOILER AND PRESSURE VESSEL COMMITTEE SUBCOMMITTEE ON NUCLEAR POWER j

ACI ASME JOINT TECHNICAL COMMITTEE THE AMERICAN SOCIETY OF MECH ANICAL ENGINEERS -United Engineering Center 345 East 47th Street New York. N.Y.10017 3-3

4 CONTENTS ~A Detailed Contents Precedes Each Article. the Appendices.and the Reference mterial Fereword . . . . . . . . . . . . . . . . . . . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..... v S tatements of Policy . . . . . . . . . . . . .. . . . . . . . . . . . . . . . ... . . . . . . . . . . .. . . .. . .. . . . . . . . . . . . . . . vii Person::el.......................................................................... ix Orgs===:icn of Sectica III ... .... . ................. . . . . . . . . .. . . . . . . . . . . . . . . . .. ni ..Introdue:ica :o See: ion III, Division 2.. ..... . . ..... .. . . . . . . . . . . . . . ... niii sThe American Concrete Institute.. ... . . .... . .. .. ... . . . . . . . . . . uv Subsec:fon C3 - Concrete Reactor Vessels (Pres:ressed) ... .. .. . ... . .. .... . I C31000 Introduction. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 CB-1000 mterial . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . .... .. 7 C3.!C00 Desi gn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... ....... . 41 -C3 c000 Fabr4-+n and Construe:ics... .... .. .. ... ... . . .. . . . . . . 59 CB.5000 Construe:ica Testing and Exa. .inatin . . . .... . .... .. .. 95 CB.6000 Strue: ural Integrity Test of Cenerete Res::ct Vesse's... . .. ..... .. 109 -C3 7000 Ove ;ressure Protec: ion ...... . . . . . . . . . . . . . . . . . . . . . .... . 115

 ~

C3 5000 N:=eptr.:es. 5::= ping. :nd Re;;r s.. . . . . . . . .... . .. !!7 Subsection CC - Concretr Containments (Prestrmed or Reinforced)., . .. 129 CC.1000 In:roduction.. . . . . . . . . . . . . . . . .. . .. 13I CC. 000 Material . . . . . . . . . . . . . . . . . . . . .. . . . . . . ... 135 CC.2000 Design . . . ... . .. . .. . . . 165 CC.4000 Fabrication and Construe: ten.. .. .... . 201 l CC.5000 Construction Test:ng and Ex:=ina::en . . . . . . . . :33 CC.6000 Structurs! Integnty Test of Cecere:e Cen: sin =ent 5: rue:ures . . :/,7 mCC.7000 Overpressure Pretec: ion ...... . ..... .... .... . . . . . . . . . . . . . 25! l 1

 ~

CC.5000 Nameplates. 5:a=;ing, and Repce:s.. . ... . . ..... . 257 Stands:ory Appendices . ... . . . . . . . . . . . . . ... .. Of9 Nonmandatory Appendices... ... . ... . ... . . . . . . .. . .. . . . 30:Reference Statorial....... ... . .. ... . . . . . . . . . . . ..... . . . . . . 325 q ll iM tt%5 3-4 -

CC-440-CC-s512 SECT 10N IIL DIVISION 2 - St*BSECTION CC CC-4460 POST-TENSIONING CC-4464.2 Lubricants. If !ubricants are used to reduce the friction. they shall coiriply with the CC 4461 Supervision requirements of CC 2442.Prestressing operations shall be under the direction of an experienced supervisor and shall be carried out only by traine4 operators.CC-4465 Loss of Prestressing Force The loss of prestressing force due to unreplaced CC.4462 Stressing Sequence broken or damaged prestressing elements shall not The required sequence of prestressing shall be exceed the percentage of the total prestressing force specined in the Construction Speci6 cation. specified in the Construction Spectication.CC 4463 A!!gnment iComponents of the tensioning equipment shall be CC-4470 PER5fANENT CORROSION accarstely set and supported in h,ne with the axis of PROTECTION the tendon to which they are atted and they shall be squarely seated on each other aan on the anchorage The Construction Speciication shall specify the before stressing is commenced. All anchor ges, tempo- permanent corrosion protection system. if any, and the rary connections, and jacks shall be checked for construction procedures shall dedne the method for its alignment before . transmitting any significant load to application. Material shall conform to the require- 'the tendon. ments of CC-2442.3.CC-4464 Load and Extension Stessurement CC-4464.1 Proct. dure. Tenden extension shall be CC-4500 FABRICATION OF LINERS' measured during the application of the jacking force.~CC 4510 GENERAL REQUIRE 31ENTS The measurement of extension shall commence at r.specided load of approximately 10fc of the ultimate CC 4511 Introduction load of the tendon. The calculated elongation due to (a) The mies in the following paragraphs apply the initial force applied prior to commencing mes-surement shall be added to the measured elongation. specideally to the fabrication and constructien of In addition, proper allowance shall be made for any metalliners.(b) Each Fabricator or Constructor shall be respon.signidcant elongations within the stressing equipment

 - sible for the quality of the welding done by his if they are included in the measured elongation. The ' organization and he shall conduct tests not only of the lost applied tc any tenden immedistely prior to welding procedure to deterr.iine its suitability to anchodng shall not exceed the limits prescribed in the ensure welds which will meet the required tests but

] Construction Speciacation. The tensioning load shall also of the welders and welding operators to determine be measured by load ce!Is or equivalent means having their ability to apply the procedure properly.an accuracy not less than =27, of the required (c) No production werk shall be undertaken until tensioning force. Hydraulic pressure gages or dyns-both the selding procedere and the welders or mometers shall be calibrated against known standards

 " welding operators have been qualided in accordance traceable to the National Standards before their use in with Section IX.

the preatressing operation. Pressure gages and jacks shall be calibrated as a unit and shall always be used together. During stressing, records shall be made of elongations as well as forces obtain d. Dynamometer CC-4512 Elimination and Repair of Defects or gage readings shall be checked against elongation of the tendons. The cause of any discrepancy exceeding Defects in materials may be eliminated or repaired

10"o of th:.' predicted by calculations, using average by the Constructor or Fabricator by we! ding provided load elongation curver, shall be resched in consulta- the defects are removed, repaired.'and examined in tiors with the Designer. Final elongation and stress accordance with the requirements of CC 2530 for the

shall be recorded. applicable product form.

218 3-5

CC-4000 FABRICATION AND CONSTRUCTION CC-443-CC uS2 ments for storage.cf all material to ensure that it is CC-4432.6 Corrosion Protection Appifed During protected from detrimental corrosion. I.imits of detri- Fabrication. The type of corrosion prote: tion, the mental corrosion shall be specided in the Construction detailed procedure for its application, and the pe::i-Speci6 cation. nent time limitations shall be specifed in the consttuc-tion procedures. The' materials which are used for both the temporary and permanent protection systems shall be in accorcance with CC.2442.CC-4430 TENDON FABRICATION CC-4431 Anchorage Components CC.431.1 Bearing Plate-Trumpet Assembly. All CC 4440 TENDON IDENTIFICATION welding shall be performed using welding procedures Upon completion of fabrication into a whole or and welders quali5ed in accordance with Section IX. partial tendon, the tendon shall be identifed with a The suggested preheat schedules of Appendix D of tendon number. The materials in the tenden shall be this Division shall be taken into account. recorded so that they can be traced to the tests which CC 4431.2 Anchor Assemblies, Couplings, Wedge have determined their quality.Blocks, Shims, Wedges, and Anchor Nuts. The construction procedures shall set forth the tolerances and manufacturing li=dts applicable to these items.CC-4450 TENDON INSTAI.I.ATION CC-4432 Tendon Assembly CC-4451 Installation Procedure CC-4432.1 Introduction. The fo!!owing subpara. A detailed installation procedure, in:luding a graphs apply to both shop and acid assembly opera, checklist of work and information as required by de tions. constructi:n procedures, shall be prepared befcre de tenden installation. The checklist sha'l include CC 4432.2 Cutting. The construction procedures lengths, lo:2tions, and numeri:21 designati:ns of de shall specify the methods and procedures for cutting tendens; inspection and preparation c the tenden and cutting tolerances of prestressing elements.ducts; method and materials for the corresien prote:-d'C-4432.3 Assembly Procedures. A detailed fabri. tion of the tendons; requirements for welding cr cation procedure. including a checklist of work and burning where tendons are handled and installed; and information as required by the Construction Proce. sequencing ofinstallation. Prestressing system compo.dures, shall be prepared before tendon fabrication. The nents shall not be installed, or shall be re=oved and checklist information for each tendon shall include replaced, if handling or storage causes their :hnra:ter-traceability data ruch as heat number or element coil istics to change beyond the tolerances established in number, an:horage component serial numbers, etc. It the Consttuctica Specif:stion.shall also include length, location. numerical designa-tions of the tendons, and the temporary corrosion protection of the tendon.CC 4452 Tendon Ducts and Channels CC 4432.4 Details. Attention shall be given to spe:ide aspects such as dimenstons, gecmetry, concen-

 .Dre Ccnstruction Specifcation shall specify de tolerances for position and alignment. Tenden du:ts tne:ty,:!:gnment, angularity, and surface conditions.

and chann:Is shall be adequately supported against I.imits and tolerances of these aspects shall be speci-displacement during cencreting. Open ducts shall be ded in the construction procedures.protected by capping er plugging to prevent entry of CC.4432.5 Twisting and Colling. Twisting, when concrete or other deleterious material. Allj:ints shall required to minimize the differential trajectory length be made tight against the inleakage of =crtar or of the individual prestressing steel elements, shall be appreciab e water fre= the fresh cen rete. The Cen-presenbed in the construction procedures. Coiling, struction Spe:incatien shall specify the tem;crary when required for transportation, shall be performed corrosion protectics sy stem, if ariy, and $c =cestrue-in a manner not to cause damage to the tendon. Coil tion procedures shall deine the method for its diameter shall be speciSed in the construction proce- application. All water and debris shall be re=osed dures. from ducts prior to installation of tendons.217 3-6

s .F CC.4)00 FABRICATION AND CGNSTliCCTiON CC.45:0-CC.45:1.3.2 LCC4520 FOR.\11NG, FITTING, AND senting the hot forming procedure and the heat r- ALIGNING . treatments to be applied to the parts;' Cutting, Forming, and Bending (d mat pc does not aquin Wact tessg CC4521 .in accordance with CC 2500; CC4521.1 Cutting. Liner material, edges of heads, fd) material which has a anal strain after forming of and other parts may be cut to shape and size by less than 0.5%;mechanical means, such as machining, shearing. (e) material where the anal stasin is less than that grinding. er by oxygen or are. cutting. After cxygen of a previously qualided procedure for the material; r cutting, all slag, dross, or other foreign material shall (f) material frem which the impact testing is L be removed by mechanical means prior to further required by CC 2522 to be performed on each h:st.fabrication or use. and lot, as applicable. after forming.CC4521.1.1 Preheating Prior to 'I1:ermal Cut-CC4521.3.2 Procedure QuallAestion Test. The ting. When thermal cutting is performed to prepare procedure quali8 cation test shall be perfor=ed in the weld joints or edges, to remove attachments or g er r defective material, or for any other purpose, consider.L ation shall be given to preheating the material using heats of material both before and after st.aining to preheat schedules such as suggested m Appendix D. ;g g gg7 g, CC4521.2 Forming and Bending Processes. Any heat treatment operations.r L process may be used to hot or ec!d form or bend liner (b) Specimens shall be taken in accordance with the plate materials. including weld metal, provided the requirements of this Division and shall be taken from notch toughness properties of the materiais, wtas the tension side of the strained material.required. are not reduced below the muumum spec. (c) The percent strain thail be established by the ined values, or they are effectively restored by heat following formulas:treatment following the forming operation. Hot form- for cylinders p ing is deEned as forming with the material tempera-L ture higher than 100*F (56'C) below the lower critical

 #Or(3_

e, strrJn -temperature of the material. 1 #'CC4521.2.1 Required Postweld Heat Treatment.{ Celd. formed shell sections and heads of P No. I for sphericalor dished surfaces materials shall be postweld heat treated when the R, resulting =aximum extreme aber elongation is more "c strain 65r gI (1 -than 5%.CC4521.3 Quali5 cations of Forming and Bending r.nd for pipe r Processes. A procedure quali$ cation test shall be ,L, conducted on specimens taken frem coupons of the g,, loor same material speciacation, grade or class, heat R treatment, and similar impact requirements as em-{ played for the material of the component involved.These coupons shall be subjected to the equivalent where forming or bending process and heat treatment as the Rr= nnal radius to center line of shell material of the component mvolved. Applicable tests ...shall be conducted to determine that the required

 ,= dginal radius (equal to -tty for a fat p

impact properties are met arter straining.R= ,} ,CC4521.3.1 Exemptions. Procedure qualiacation the pipe[ r=neminal radius of the pipe L tests are not required for the following:(a) hot. formed material, such as forgings, in which fd) The procedure qualiacation shall si=ulate the the hot forming is completed by the Material Manu- maximum percent surface strain employin; a bendir3 facturer prior to removal of the impact test specimens; process similar to that used in the fabrication cf the h (b) hot formed material represented by test coupons material or by direct tension en the specimen.

 \vhich have been subjected tc heat treatment repre- (e) Sufficient Chatpy V-notch i= pact test speci.

219 E3-7 r --i i i

i ll l' l REFERSKE 4 ASME Boiler and Pressure Vessel Code, Section III - Division 2, " Code for Concrete Reactor Vessels and Containments," the American Society of Mechanical Engineers,1980 Edition with Summer 1980 Addenda.4 44 7i 4i iI ii I4 41 44 44-1

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Summer 1980 Addenda Date ofissue: June 30.1980 ASME BOILER AND PRESSURE VESSEL CODE An American National Standard (ACI Standard 359-80)SECTION III DIVISION 2 Code for Concrete R6 actor vessels and Containments 1980 Edition Addenda to the loose-leaf version of the 1980 Edition of the Code are issued in the form of replacement pages. Revisions, additions, or deletions are incorporated directly into the affected pages. It is advisable, however, that these title sheets and all replaced pages be retained for reference.

SUMMARY

OF CHANGES This is the first Addenda to be published to the 1980 Edition of Section lit, Division 2.Replace or insert the pages listed. Changes given below are identified on the pages by a margin note, $80, placed next to the affected area. The pages not listed are the reverse sides of the listed pages and contain no changes.Page Location Change 7 CB-2000 Contents Titles revised for CB 2200. CB-2220. CB-22a0.CB-2241. and CB-2250 9 CB-2000 Contents (1) Fig. CB-2613-1 redesignated as Fig. CB-2613.3.1-1 (2) Tables CB 2231-1 and CB-2613.1-1 added (3) Table CB-2613-1 redesignated as Table CB-2613.2-1 11-12.1 CB 2111 (1) Subparagraph (b) revised (2) Subparagraph (c) redesignated as subpara.graph (d) and revised (3) New subparagraph (c) added Footnote 1 Revised Footnote 2 Revisej CB-2112 Revised Cocnnet c 198n THE AMERICAN SOCIETY OF stECH ANICAL ENCiNEERS A!! Rghts Resened 4-3 4 .. t . .: .. > ,e _: w ,.:. . .. - r- .

 . . . r . . , .: .: . . e . . .- - .+ u . - i+,u,

Page locatron Change 11-12.1 CB-2121(a) Revised CB-2121(c) Revised CB-2122 Revised in its entirety CB-2131 Revised CB-2131.1 (1) First paragraph revised (2) Subparagraph (d) added ]CB-2131.3 Added CB-2131.4 Added 13-16.1 CB 2200 Title revised

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CB-2210 Reviwd CB-2220 Title revised

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CB 2221.1 Revised CB-2222.1 (1) Title Revised (2) Subparagraphs (b). (c), and (d) revised (3) Subparagraphs (e). (0, and (g) deleted CB-2222.2 Revised CB-2222.3 Added CB-2222.4 Added CB-2223.1 Revised

• CB 2231.1 Revised CB 2231.2 (1) Redesignated as CB-2231.3 and revised in its entirety (2) New CB-2231.2 added CB-2231.3 (1) CB-2231.3. CB-2231.3.1, and CB-2231.3.2 redesignated as CB 2231.4. CB-2231.4.1, and CB-2231.4.2. respectively (2) CB-2231.3.3 redesignated as CB-2231.4.3 and revised Table CB-2231 1 Added CB-2231.4 See Change for CB-2231.3 CB-2232.2 (1) Subparagraph (b) redesignated as subpara-graph (d) and revised (2) Subparagraph (c) redesignated as subpara-graph (b) and revised (3) Subparagraph (d) redesignated as subpara-graph (c) and revised

 - CB-2240 Title revised CB-2241 -!

Title revised l CB-2242.2 Revised .17 CB-2250 Title revised CB-2253 Revised 28 CB-2535.5 Corrected by Errata CB-2536.1. . Fourteenth and fifteenth lines corrected by Errata 29-31 CB-2610 Revised 4-4

1 i

ARTICLE CB-4000 4

CB-4100 General Begniremanes . . . . .. . .. . . .. . .. . . . . . . . . . . . . .. .... .. .. ... . . . .. . . .. . . . . . . . 63 CB-4110 Introduccon . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63 CB-4120 Cernacanon of Matenal and Fabncanon or Construccon by l Comiponent Fabncator or Constructor . ... ........ .... ............... ... .. 63! CB.4121 Means of Cernacanon . . ...... .. ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63 CB-4122 Matenal Identiscanon. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 63 tCB4200 Camersee.................................................................. 64 CB-4210 General.................................................................. . . . 64 CB-4220 Storing, Besching. Mising. and Transporung . .... . . . . . . . . . . . . . . . . . . . . . . . . 64 CB.4221 Stockpiling and Storing . . . . . . . . . . ... . .. . .. . . . .. . . . .. . . ... . . . . . . . . . . . . . . . .. 64 CB-4222 Batching........................................................................... 64 i CB4223 Mixing.................................................... . . . . . . . . . . . . . . . . . . 65 CB-4224 Conveying.................................................................. 65 CB-4225 Depositing...................................................................... 65 4CB.4226 CormaManaa ............ .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 65 CB4230 Preplaced Aggregate Concrete ..... ........ ............ ......... ........ ........... 65 CB4231 General.............................................................................. 65 1 CB.4240 Cunng........................................................................... 66 ICB4230 Fonnwork and Construcuan Joints...... ........ ...... ... . . . . . . . . . . . 66 CB4251 Formwork Demga . . ... . ... . . . . . . . .. . . . . .. . .. . . . . . . . . . . . . . ... 66 CB4252 Construcuan Joints. . . . .. . .. . . . . . . . . . . . . . . . . . . . . .. ... .... 66! CB-4253 Precast Concrete Symbols . . . . .. . . . . . . . . . . . . . . . . .. . . . .. . . . .. . . . . . .. . . . .. . .. . 66 i CB-4260 Cold and Hot Weather Conditions . ...... .... ......... . .. . .. . .... . .... ... . ... . 66 CB-4270 Repairs to Concrete.... ... . .. ..... ...... . .. . . . . . . . . . . . . . . . . . . . . . 66 CB4300 Fabriention of Reinforcing Sysesses.. ................... .. .. ... . .. . . . . 66 CB4310 Generni.................................................................. .. 66 CB4320 Bending of Reinforcing Bar.... ..... .. . . . . . . . . . . . . . . . . . . . . . . . . . 67 CB4321 Standard Hooks.. . .. .. . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 i CB4322 Scirrups. Tie Hooks. and Bends Other Than Standard Hooks... .. . . . . . 67 CB4323 Bending.................................................................................. 67 880 CB-4330 Splicing of Reinforcing Bars.. ... .... . . . . . .. . ... .. .. . . . . ... . .. .. .. .. 70 See CB4331 Introduction... ...... .. . . . . . . . . . . . . . . . . . . . .. . . . . . . . . . . .. 70, CB4332 Lap Splices.. . .. .. ... ... .... ... . . . . . . . . . . . . . . . . .. . . . 70 See CB4333 Mechanical Splices ... ....... .... . . . . . . . . . . . . . . .. 70 CB4334 Arc Welded Joints . . . .. . . . . . . . . . ... . . . . . . . . . . ... . . . . . .. . . .. .. . . . . . . . . . . . . . . 71 CB4340 Placing Reinforcement . . . . . . . .. . . . . . . . .. . . .... . . . . . . . . . . . .. . . . ... ... . . . . . . . . . . . . . 74 CB4341 Supports.................................................................. 74 CB.4342 Tolerancea............................................................ . . . . . 74

CB.4350 Spacing of Ranforcement . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 74

CB4351 Layers.................................................... . . . . . . . . . .. 74 59 4-5

CB4352 Splices . ..... . . . . . . . . . . . . . . . . . . . . . . . . . . ... 74 CB4360 Surface Condition.. . . . . . . . . . . . . . . . . . . .. .. . .. 74 CB4400 Fabriendes and f=neeHarina of Preseressing Systems..... . . . . . . . . . . . . . 74 CB.4410 General.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . 74 CB-4420 Receiving. Storing, and Handling of Maternal . .. . . . . . . . . . . . . . . . . 74 CB.4430 Tendon Fabrication.. . ... . . . . . . . . . . . . . . . . . ... . . . . . . . . . . . . . . . . . . . . 75 CB4431 Anchorage Components... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75 CB4432 Tendon Assembly.... . .... ....... . ..... . . . . . . . . . . . . . . . . . . . . . . . . . 75 CB-4440 Tendon Identiaranna ... .. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75 CB-4450 Tendon Installanon ... .... ........ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 75 CB4451 Installarmes Procedure... . . . . . . .... . . . . . . . . . . . . . . . . . . . . . . ... 75 CB4452 Tendon Ducts and Channels- .... .. . ... .. .. . . . . . . . . . . . .. . . . . 75 CB4460 Post.Tensionmg .. . . .. . . . . . . .. . . . . . . . . . . . . 76 CB4461 Supervision . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ... ... 76 CB-4462 Stressing Sequence .... .... ........ . .. ... . . . . . . . . . . . ..... .. . 76 CB-4463 Alignment.... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 76 CB4464 I.oed and Extensson Measurement.. .... . . . . . . . . . . . . . .. . . . . . . . 76 CB4465 Loss of Prestre=aing Force.... . . . . . . . . . .... . ..... .. . . . . . . 76 CB4470 Permanent Corrosson Protecnon...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 76 CB4500 Fabricados of Limers.. . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . 77 CB4510 General Requirements.. . . .... . ... ... . . . . . . . . . . . . . . . . . . . . . . . . 77 CB4511 Introduction . . .. . .. ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 77 CB4512 Fli=6 daa and Repaar of Defects... .. . . .. .... . .. . . . . . . . . . . . . . . . . . . 77 CB4520 Forming. Fitting, and Aligning..... ... . . . . . . . . . . . . . . . . . . . . . . . ... 77 CB-4521 Cutting. Forming, and Bending . .. ............... . .. . . . . . . . . . . . . . . . . 77 CB4522 Forming Tolerance ....... ... ...... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 78 CB-4523 Fitting and Aligning . . . . . . .. ... ... . . . . .. . . . . . . . . . . . . . . . . .. . . . . ... 79 CB-4530 Welding Qiah Arations . ... .. .... ........ .... . . . . . . . . . . . . . . . . . . . . . 81 CB453I General Requirements.. . . .. ...... ......... . . . . . . . . . . . . . . . . . . . . . 81 CB-4532 Welding QialiAratians. Records, and Identi*ying Stamps . .. . . . . . . . . . . . 81 CB4533 General Requirements for Welding Procedure Q.=haration Tests. ... ... 81 CB4534 Continuing Performance Test for Stud Welding. . . . . . . . ... . .. 83 CB-4540 Rules Governing Making. F---Nia- and Repairing Welds . . . . . . .. 83 CB4541 Precautions to Be Taken Before Welding.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . 83 CB-4542 Rules for Making Welded Joints..... ... .. . . . . . . . . . . . . . . . . . . . . . . . 83 CB4543 Welding Attachments . . .. . .. .... .... . .... . . . . . . . . . . . . . . . . . 84 CB4544 F- -Nanan of Welds .... .. . . . . . . . . . . . . . . . . . . . . . .. . . . . . . . 88 CB-4545 Repair of Weld Metal Defects ... . . . . . . . . . . . . . . . .. . . . . . . . 88 CB4550 Heat Treatment .. . ..... .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 88 CB-455I Welding Preheat Requirements. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 88 CB4552 Postweld Heat Treatment Requarements ........ .. ................. . . . . . . . . . . . . . . 89 CB-4553 Intermedute Postweld Heat Treatment........ . .... ......... . . . . . . . . . . . . . . . . 91 CB4554 Heat Treatment AAer Repaars by Welding.. .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 91 CB-4555 Welding Repears AAer Final Postweld Heat Treatment.... . . . . . . . . . . . . . . . 91 CB4560 Protection vf Atemeh==ats . .. . . . . . .. . . . . . . . . . . . . .. . ... . . . . .. . .... .. . . . 93 Figures CB43231 Allowable Send Conaguranon.... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 67 CB4323 2 Standard Fabricating Tolerances for Bar Sizes #3 Through: 11.. .. . 68 60 4-6

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Fig. M23 3 CB-4000 FABRICATION AND CONSTRUCTION

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1 All) i 1r Toierance Symoo n s =14 8 18 1 = Plus or minus 3 in. 4 in.1 - 2 e Plus or minus 2 en'. 2 in.Ar.guiar Deviation - mesimum a 21/2 in or a 1/2 inaft .on all 90 oog. hoons and bonds.

 *$ewtut both ends - overait length a 1/2 in.

FIG.CS-4323-3 STANDARD FABRICATING TOLERANCES FOR BAR SIZES #14 AND #18 tl 69 4-7

CB4323.3-CB4333.2.2 SECTION III. DIVISION 2 - SUBSECTION CB TABLE CB.43301 TENSILE REQUIREMENTS FOR SLEEVE WITH FILLER METAL SPLICES AND ARC WELDED JOINTS Reinforcing Bar Properties Splice or Joint Strength Requirements Minimum Minimum Minimum Average Minimum Single Bar Yield Strecgth, Tensite Strength, Splice or Joint Tensite Strength,'Splice or Joint Tensile Strength,8 lg Grade psi psi psi psi ASTM A 615 Grade 40 40,000 70,000 70,000 50,000 g ASTM A 615 Grade 60 60,000 90,000 90,000 75,000 NOTES:(1) See CB-4333 and CB 4334 (2) These values are equiva;ent to 125% of the yield strength of each tiar grade.(c) The preheat temperature shall be measured by CB4333 Stechanical Splices S80 temperature measurement crayons or contact py.CB4333.1 Qualifications, Records, and Identifying rometer.g g CB4323.4 Tolerances. Bars used for concrete CB4333.1.1 Required Qualifications. Each Con.reinforcement shall meet fabricating tolerance re. structor or Fabricator is responsible for the splicing quirements shown in Figs. CB4323 2 and CB4323 3. made by his organization and he shall conduct the tests required by this Subarticle in order to qualify the splicing procedure and the splicers.CB4333.1.2 Staintenance and Certiacation of S40 CB4330 SPLICING OF REINFORCING Records. The Constructor or Fabricator shall main.BARS tain a rec rd of the splicing procedure and the spliecrs qualified and employed by him, showing the date, S40 CB4331 Introduction results of tests, and the identification mark or marks f aCB4331.1 General. Splicing of reinforcing bars assigned to each splicer. These records shall be shall be made only as sequired or pe.mitted by the reviewed verified. and signed by an authorized inda. -Designer. vidual assigned by the Constructor. The r:: cords shall be accessible to the Owner and to the Authorized CB4331.2 Permitted Types of Splices and Joints. Inspector.The types of splices and joints listed in (a). (b) and (c) below are permitted within the limitations described in CB4333.1.3 Splicing Prior to Qualificatbn. No the following subparagraphs: splic ng shall be undertaken until a splicer has been qualified. Only splicers who are qualified in accor.(b ech ic splices of the following types: dance with CB4333.4 shall be used.(1) sleeve with ferrous tiller metal splices:(2) taper threaded splices;( h sI in thread deformcd reinfore. '"#' I' ** **"***" '9"I' ing bars-(c) arc.weldedjoints. CB4333.2.1 General Requirements. Each splice system manufacturer shall conduct a series of perfor.mance tests in order to qualify his splice system for CB4332 Lap Splices use.(a) Lap splices shall not be used for bars larger than CB4333.2.2 Staterials to Be Used for Perfor.No.11. mance Tests. The types of materials to be used for the (b) Bars spliced by noncontact lap splices in flexural performance test splices shall be the same as those members shall be spaced transversely not farther apart intended for use in production splices. The actual than one4fth the required length oflap nor 6 in. (152 materials used and the necessary dimendons of all test mm), whichever is less. specimens shall be documented.{

 , [

70 4-8

CB-4000 FABRICATION AND CONSTRUCTION CB-4333.2.3-CB43'JJ CB-4133.2.3 Type and Number of Performance Changes other than those listed may be made without Tests the necessity for repeating the performance tests.(a) Static Tensile Tests. Six splice specimens for (a) For all splice systems:each bar size and splice type to be used in construction (1) a change in splice sleeve material or grade; thall be tensile tested to failure using the loading rate (2) a reduction in the cross-sectional area of the set forth in SA 370. For swaged splices, three different splice sleeve; deformation patterns shall be used for each bar size (3) a reduction in the bar engagement length; tested. The static tensile tests shall be repeated for (41 sn increase in reinforcing bar grade, f each bar grade to be used in construction for taper (b) For sleeve with ferrous filler metal splices, a threaded splices and threaded splices in thread de- change in the filler metal.formed reinforcing bars. Fcr taper threaded splices, (c) For taper threaded splices:(1) a change in thread geometry;{ one of the six specimens shall be tested at 20*F (-TC)(2) a change in torque.or less. A tensile test on an unspliced specimen from the same bar used for the spliced specimens shall be (d) For swaged splices:performed to establish actual tensile strength. The (1) a change in swaging pressure;( average tensile strength of the splices shall not be less (2) a change in die geometry; than 90% of the actual tensile strength of the (3) a change in stud material; reinforcing bar being tested, nor less than 100% of the (4) a change in outside or inside diameter; specified minimum tensile strength. The tensile (5) for heated splices, a change in the required strength of an individual splice system shall not be less minimum temperature of the sleeve at the time of than 125% of the specified minimum yield strength cf swaging and maximum time and temperature that the spliced bar. Each individual test report on both the sleeves may be held in the heating oven.spliced and unspliced specimens shall include at least (c) For threaded splices in thread deformed bar:{ the following information: (1) a change in thread geometry;! (1) tensile strength; (2) a change in torque.(2) total elongation; (J) load-extension curve to a nummum of 2% CB4333.3 Requirements for Production Splicing strain. Procedures. All production splicing shall be per-The gage length for each pair of spliced and formed in accordance with a written procedure which unspliced specimens shall be the same and equal to the shall include, as a minimum, the procedures used for length of splice sleeve, plus not less than one bar the performance tests in CB-4333.2.3, with the follow-diameter nor more than three bar diameters at cach ing addition 11 inform:. tion.end. For taper threaded splices, one of th2 splice (a) For sleeve wita ferrous filler metal splices:specimens shall be cold soaked for a minimum of 24 hr (1) bar end preparation; prior to testing at a temperature equal to or less than (2) cleanliness requirements; the temperature required for this test. The test (3) bar end location tolerances; temperature at the root of the critical thread shall (4) permissible gap between reinforcing bar ends; be 20'F (-7'C) or less and maintained until the (J) allowable voidage in the filler metal specimen reaches yield level load. (b) For taper threaded splices:(b) Cyclic Tensile Tests. Three specimens of the bar. (1) type of equipment and methods used to verify to-bar splice for each reinforcing bar size (and grade bar thread acceptability; for taper threaded splices and threaded splices in (2) cleanliness requirements; thread deformed reinforcing bar) and splice type to be (J) type of equipment and methods used for used in construction shall be subjected to a low cycle torquing; tentile test. Each specimen shall withstand 100 cycles (4) required force and method of measurement; of stress va iation from 5% to 90% of the :peci6ed (5) method of mechanically locking the position minimum yield strength of the reinforcing bar. One splices; cycle is de6ned as an increase from the lower load to (6) method used to verify the 6nal alignment and the higher load and return. engagemer.t of the splice on both bars.

, (c) For swaged splices:

CB-4333.2.4 Essential Variabies. The perfor- (1) cleanliness requirements; mance tests must be completely reconducted when any (2) type of equipment and methods used for of the applicable changes listed below are made. swaging:71 4-9

l CB.4333.3 CB 4333.5.4 SECTION III. DIVISION 2-SUBSECTION CB 1(3) required swaging pressure. method of mea-surement, pressure toleras.ce. and frequency of cali-(a) Separate test cycles shall be established for )sleeve with ferruus tiller metal splices and swaged bration of the hydraulic system:splices in horizontal. vertical, and diagonal bars as (4) method used to venfy Anal alignment and follows:engagement of the splice on both bars:(1) For sleeve with ferrous 8!!er metal splices.(5) bar end preparation: one splice shall be tested for each unit of 100 (6) minimum and maximum number of swaging production splices.operations per sleeve; (2) For swaged splices, test cycles shall be estab. ;i- (7) method used to ensure sleeve is swaged along lished as follows:fulliength:(a) If only production splices are tested, the (8) limits of die wear and frequency of checking; sample frequency shall be as follows: ')(9) for heated sleeves. limits and methods used to (1) one of the Arst 10 production splices:measure duration and temperature of heating cycle (1) one of the next 90 production splices; and temperature of sleeve at time of swaging; (3) two of the next units and each subse-(101 method used to ensure that stud is locked to quent unit of f 00 production splices.swaged sleeve.(b) If production and sister splices are tested, (d) For threaded splices in thread deformed bar:the sample frequency shall be as follows:(>> type of equipment and methods used to verify (1) one production - splice of the Arst 10 bar thread acceptability; production splices; (2) cleanliness requirements; (2) one production and 3 sister splices for (J) type of equipment and methods used for the next 90 production splices:torquing:(3) three splices, either production or sister (4) required torque, tolerance on required torque, sphces, for the next and each subsequent unit of 100 .and method of measurement; iproduction splices. At least one fourth of the total (J) method used to verify the Anal alignment and number of splices tested shall be production splices. ,engagement of the splice coupler on both bars; (c) Straight sister splices shall be substituted (6) method ased to lock the coupling in position for production test samples on radius bent bars and for to prevent looserung of the splice. splicing sleeves arc welded to structural steel elements j- or the liner.CB-4333.4 Initial Q=aHAcada= Tests. Each splicer shall prepare two qualineation splices on the largest (6) Taper threaded splices and threaded splices in bar size for each of the splice positions (e.g., horizon- thread deformed reinforcing bar. Separate test cycles tal, vertical, diagonal) to be used. The qualiacation shall be established for each bar size and grade, us ing sister splices as follows:splices shall be made using reinforcing bar identical to ,(1) one of the Arst 10 splices; that to be used in the structure. The completed (2) one of the next 90 splices:qualiAcation splices shall be tensile tested using the loading rates set forth in SA 370 and the tensile results (3) two of the next and subsequent units of 100 spiic,3,

 , shall meet those specified in Table CB-4330-1.

In addition, in no event shall these tests result in less CB-4333J Continuing Splice Performance Tests than three tests for each bar heat. ;CB-4333.5.1 Introduction. A continuing series of CB 4333J.4 Tensile Teding Requirements. 4 tests shall be made to ensure that production splices Splice samples shall be tensile tested using the loading meet the tensile requirements. Nondestructive exami-rates set forth in SA 370. All taper threaded sample nation requirements are specided in CB 5320.splices shall be tensile tested at 20*F (-7*C) or less.CB-4333J.2 Splice Samples. Splice samples may f 11 wing shall constitute the acceptance stan-be production splices (cut directly from in-place 'l reinforcement) or sister splices (removable splices 7,j The tensile strength of each sample shall equal made in-place next to production splices and under or exceed 125% of the specided yield strength, as j the same conditions). in accordance with the schedule - shown in Table CB-43301.l( established in CB-4333.5.3. 73; Ihe average tensile strength of each group or 15 .consecut we samples shall equal or exceed the specified 'CB 4333.5.3 Testing Frequency. Splice samples minimum tensile strength.~ as shown in Table CB-~shall be tersile tested in accordance with the following . 4330-1. 'schedule for the appropriate splice system.If any sample tested fails to meet the provisions of(a) l 71.1

 .t .-4-10

CB-4000 FABRICATION AND CONSTRUCTION CB4333J.4 CB-4334.3.1 or (b) above, the requirements of CB4333.5.5 shall be CB4334.2 Quali8eetions, Records, and Identifying followed. Stamps CB4334.2.1 Required Quah8eations. Each Con-CB4333.5.5 Substandard Tensile Test Results structor or Fabricator is responsible for the welding (a) If any splice used for testing fails to meet the made by his organization aad he shall conduct the strength requirement of Table CB43301 and failure tests required by this subparagraph in order to qualify occurs in the bar, the cause of the bar break shall be both the welding procedures and the performance of investigated by the Constructor or Fabricator. Any welders who apply these procedures.necessary corrective action affecting splice samples shall be implemented prior to continuing the testing CB4334.2.2 Maintenames and Certineation of frequency of CB4333.5.3. Records. The Constructor or Fabricator shall main-(b) If any splice used for testing fails to meet the tain a record of his quali8ed welding procedures and strength requirement of Table CB4330-1 and failure of the welders qualiAed and employed by him, does not occur in the bar, two additional splices shall showing the date and results of tests and the iden-be tested. If either of these retests fails to meet the ti6 cation mark assigned to each welder. These records strength requirement of Table CB 43301, sphctng shall be reviewed. veri 6ed, and signed by the Con.Shall be halted. Splicing shall not be resumed until the structor or Fabricator and shall be accessible to the cause of failures has been corrected and resolved. Owner and to the Authorized Inspector.(c) If the running average tensile strength of 15 consecutive samples Sils to meet the strength require

• CB4334.2.3 Identi8ention of Joints by Welder, ment of Table CB4330-1, splicing shall be halted. The The welder shall apply the identification mark as.

 . Constructor or Fabricator shall invesugate the cause signed to him by the Constructor or Fabricator above and make the necessary corrective action. or below each welded joint; or, as an alternative, the (d) When sphcing is resumed, tha testing frequency Constructor or Fabricator shall keep a record of the shall be started anew. welded joints and of each of the welders making each CB4333.6 Recording of Tensile Test Results. The ofthejoints.

results of all tensile tests obtained from the tests CB-4334.2.4 Weldlag Prior to Qualineation. No prescribed by CB4333.4 and CB-4333.5, along with welding shall be undertaken until the welders have all other pertinent data, shall be recorded.been quali8ed. All welders shall be quali6ed in CB-4330.7 Welding. Welding of splice sleeves to accordance with CB-4334.parts shall be performed using welding procedures and I welders qualified in accordance with AWS D1.172 or CB-4334.2.5 Transferring ' QuallAcations. The Section IX. Performance qualification tests for welders conducted by one Constructor or Fabricator shall not qualify we ders to weld for any other Constructor or FaWa-CB4334 Arc Welded Joints tor.CB4334.1 Introduction. Arc welded joints arc permissible provided a chemical analysis of the heat CB4334.3 General Welding Requirements

has been obtaiaed in accordance with CB-2333. The t*B4334.3.1 Welding Process and Material. Arc carbon equivalent shall be established from the analy- welding of reinforcing bar shall be restricted to the sis and used to compute the necessary preheat in shielded metal arc process. Welding material shall accordance with CB4334.3. conform to SFA-5.1 or SFA 5.5.

l l71.2 4-11

CB4334J.2-CB4334.4.4 SECTION III. DIVISION 2 - SUBEECTION CB CB 4334.3.2 Weld Jolst Desism. The weld edge CB-4334.4.4 Tesdag of Test Jolsts. The test preparation shall be similar to one of those shown in joints shall be tensile tested in the as-welded condition.Fig. CB-43341. i.e.. full-size welded joints without machining. The CB-4334.3 3 Carbon Equivalent Computation and tensile tests results shall comply with the strengths for that grade of reinforcing bar listed for CB-43301.Prebest R:;ints. The carbon equivalent (CE) of the heat of reinforcing bar shall be computed from the actual heat analysis using the following formula: CB 4334J Initial Q=allAcados Requirements. The requirements for the initial quali5 cation test for welders shall be the same as those for procedure CE = WC + (%Mn/6) + (%Cu/40) + (%Ni/20) quali8eation. Any welder who makes a procedure test that passes satisfactorily is thereby qualined. The

 + (%Cr/10) - (%Mo/50) - (%V/10) completed qualiacation joints shall be tensile tested and the tensile results shall meet those specided in Based on the CE value, the following preheat tempera-tures shall be utihzed.

(a) CE not greater than 0.30 - Preheat and CB-4334.6 Continuing Joint Performance Tests L interpass temperature shall be 250'F (121*C) mini- CB-4334.6.1 Introdnetion. A continuing series of 'mum. tests shall be made to ensure joints meet the tensile (b) CE between 0.31 and 0.55 - Preheat and requirements. Nondestnictive examination require- .interpass temperature shall be 450'F (232*C) mini-mum.ments are speci6ed in CB-5330.(CB-4334.6.2 Joint Samples. Joint samples may be CB-4334.4 Prrgh QuallAcation Requirements production joints (cut direc:!y from in-place reinforce. -CB-4334.4.1 General Requirements. Arc welding ment) or sisterjoints (removable splices made in place _shall be performed in accordance with a written next to production joints and under the same condi.procedure which will include the following informa- tiW' tion:CB-4334.(;.3 Testing Frequency. Separate test (a) full details ofjoint preparation; cycles shall be established for joints in horizontal.(b) bar sizes to be welded; vertical, and diagonal bars as follows.(c) bar positions during welding; (a) If only production joints are tested. the sample (d) welding material type and sizes; frequency shall be as follows: -(e) preheat requirements (from CB-4334.3.3).(1) I of the Arst 10; The procedure shall be qualiaed by performing the (2) I of the next 90; ?tests prescribed in CB-4334.4.3. He procedure shall (3) 2 of the next and each subsegent unit of 100.be requali8ed when any of the changes listed in CB- (b) If production and sister joints are tested. the 4334.4.2 are made. Changes other than those so given sample frequency shall be as follows: _;may be made in a procedure without the necessity for (1) I prod' action joint of the Arst 10 production -requaliacation provided the procedure speciacation is joints; 'i amended to show these changes. (2) I production and 3 sisterjoints for the next 90 CB-4334.4.2 Essenti.i Variables. Essential vari, production ints -ables shall be as stipulated in the following:(a) a change 1: %1 ding position; the next and subsequent units of 33 joints.(b) an increase in bar Qe beyond one bar size up. At least one-fourth of the total number ofjom.ts tested shall be production joints. -CB-4334.4.3 Test Jolets. The procedure quali- (c) Straight sister joints shall be substituted for Acation tests shall be made on test joints which production samples or radius bent bars and for bars simulate the conditions tc, ',e used in production.are welded to structural steel elements or the liner.including the preheat requirements of CB-4334.4.2. Bars bent with large radii shall be considered to be The minimum number of welded joints shall be two straight bars. -for each combb: ion of variables listed in CB-4334.4.2. He quali8 cation joints shall be made using a CB-4334.6.4 Tensile Todag Requirements. Joint bar identical to that to be used in the structure, samples shall be censile tested u=ing the loading rates 72 4-12 - '

M5 "ASME Code Case N-185, Requirements for Materials, and Qualification and Performance Testing of Swaged Reinforcing Bar Splices", Section IIL. Division 2,. Concrete Reactor VfJijiytla d Containment. Approved by Council, 8/29/77, Approved by ACI, 10/17/77.I/l Ii 5-1

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CASE N-185 CASES OF ASME BOILER AND PRESSt;RE VESSEL CODE ofeeting ofJune 24, !977 Apyroved by Council, August 29,i977 Approved by ACl,0ctober 17,1977 This Case shall expire on August 29, !980 unless previously annulled or reefflemed.Case N 185 1.3 Threaded Stud Material Requirements for Materials, and Quali&W. and Per-formance Testing of Swaged Splices' ~ in Reinforcing For the threaded stud 2 to swaged sleeve splice, the Systems material for the' sleeves shall conform to ASTM A Section 111, Division 2 108-73, A 519-75, or A 576-74 and the studs shallcon-fonn to ASTM A 32244a, Grade 4140,4130, or 4142 Inquiry: What requirements may be used in the con- or to ASTM A 108-73, Grade 1030 through 1040.( struction of concrete reactor vessels and containments~f' c.omplying with the rules of Section III, Division 2, for 2.0 PERFORMANCE TEST REQUIREMENTS FOR the materials used for reinforcing har splices, and the SWAGED SPLICE SYSTEMS qualification and performance testing of reinforcing har 2.1 Gewd Requires sphce systems when a swaged sphce is used? ,Each swaged splice system manufacturer shall con.Reply: It is the opinion of the Committee that the . duct a series of performance tests on each type of coup-following requirements may be used in the construction let in order to qualify his splice system for use.of concrete reactor vessels and containments complymg with the rules of Section III, Division 2, for the materials 2.2 Mamrids to be Used for Performance Tess used for remforemg har sphces, and the qualification and performance testing of reinforcing har splice systems when a swaged spiace i,s used: -Tk e of matuids to bd foe #mm test splices shall be the same as those intended for ung a Production splices.The actual materials used and the 1.0 SPLICE MATERIAL necessary dimensions of -all test specimens shall be 1.1 Bar to-Bar Splice Material documented.The insterial to be used for sleeves in swaged bar to- 2.3 Type and Number of Performance Tests bar splices shall conform to ASTM A 108-73, A 519-75, s or A 576-74. 2.3.1 Static Tensile Team 1.2 Weldine Material . Six splice specimens for each reinforcing har size, and 'splice type to be used in construction shall be tensile The material to be used for sleeves in swaged splices tested to failure. For each size the reinforcing bars shall kI attached by welding to the liner or structural steel ele- have no less than three defonnation patterns. A tensile ments shall be carbon steel confonning to ASTM A ~test on an unspliced specimen from the same bar used 108-73, A 519 75, or A 576-74 Grades 1008 through for the spliced specimens shall-be performed .The 1030. average tensile strength of the splice shall not be less -8For the purpose of this Case, the tens swesed spiace is defined as a steel sleeve placed over the butted ends of two reinforcing 2 J

 ' bars and then hydraulically swaged onto the bars thus impressing For the purpose of this Case, a eraJ is defined as s threaded -

the bar deformations into the swaged sleeve. steel ele'nent used to engage two swaged sleoes.

3

CASE (continuOd)N-185 CASES OF ASME BOILER AND PRESSURE VESSEL CODE ithan 90% of the average actual tensile strength of the 3.0 SPLICE INSTALLATION t reinforcing bars tested nor less than 100% of the speci. ;Ged minimum tensile strength of the bar. The tensile 3.1 General Requirements strength of an mdividual splice specimen shall not be ,less than 125% of the specified minimum yield strength . t For production spb.ces, materials, sph.ce sleeve s.ize;of the spliced bar. Each individual test report of both and procedure shall be limited to those which were used ;the spliced and unspliced specimens shallinclude at least in the performance tests described in Par. 2.0, within the -the followmg,mformation: , g. f& al variabin (a) tensile strength (b) total elongation at failure

 .. 3.2 Required Qualifications ,

(c) load <xtension curve to a muumum of 5 stra.m The gage length for each pair of spliced and unspliced . . .Each Fabsicator or Constructor is responsible for the specimens shall be the same, and equal to the length of

 *Phcing made by his orgamzation and shall conduct the the splice sleeve plus not less than one bar diameter nor tests required by Pars. 3.5 and 3.6 m order to qualify the more than three har diameters at each end.

sphe,mg procedure and splicers.

 ~

2.3.2 Cyclic Tensile Tests 3.3 Maintenance and Certification of Rccords Three specimens of the bar.to-bar splice for each re. The Fabricator or Constructor shall maintain a record i inforcing bar size and for each type of splice to be used of the performance tests performed by the splice manu.in construction shall be subjected to a low cycle tensile facturer and of the tplicing procedure and the splicers !test. For each size, the reinforcing bars for the specimens qualified and employed by him, showing the date and ;shall have three different 3eformation patterns. Each results of tests and the identification mark or marks as. ,specimen shall withstand 100 cycles of stress variation signed to each splicer. These records shall be reviewed, j from 5% to 90% of the specified minimum yield strength verified, and signed by the Fabricator or Constructor i of the reinforcing bar. One cycle is defined as an in. and shall be accessible to the Owner and to the Fabrica. 'crease from thelowerload to the higherload and return. tor's or C1nstructor's Authorized Inspector.

 "8 "* ** "

2.4 Essential Variables f The performance test shall be completely recon. h. . Production splicing shall be performed un SP emg procedure and splicers have been qualified.ducted when any of the applicable changes listed in (a) through (f) are made. Changes other than those listed !may be made without the necessity of repeating the per. 3.5 Requirements for Splicing Procedure formance tests. !

 ~

(a) a change in the splice sleeve or stud material or (a) All splicing shall be performed in accordance!j grade with a written procedure, which shallinclude, as a mini.(b) a change in the outside diameter,inside diameter mum, the following information:or minimum length of the splice sleeve -(1) cleanliness requirements; [(c) a change in the swaging pressure, or swaging die (2) type of equipment and methods used for!geometry, or swaging procedure splicing; (d) an increase in reinforcing bar grade (3) required swaging pressure, rnethod of mess. , '(c) a change in the cross 4ectional area of the stud urement, tolerance on pressure, and frequency of cali.(f) for heated splices, a change in the qualifying tem. bration; perature of the sleeve at the time of swa6 ing and the (4) method used to verify the final alignment and maximum time and temperature t!iat sleeves may be engagement of the splice on both bars; held in the heating oven (5) har end preparation; ;406 I5-4

CASE (continuod) j N-185 CASES OF ASME BOILElt AND PRESSt;RE VESSEL CODE (6) minimum and maximum number of swaging (a) If only production splices are tested, the sample operations per sleeve; frequency shall be as follows:(7) method used to assure sleeve is swaged along (1) 1 of the f:rst 10 ths require length; (2) 1 of the next 90 (8) limits of die wear and frequency of checking; (3) 2 of the next and each subsequent unit of 100 .(9) method used to ensure that stud is locked to (b) If production and sister splices are Nted, the swaged sleeve; sample frequency shall be as follows:(10) for heated splices, limits on the duration and (1) I production splice of the first 10 production temperature of the heating cycle and the temperature of splices the sleeve at time of swaging and the method used to (2) 1 production and 3 sister splices for the next measure the temperature. 90 production splices (b) The splicing procedure shall be qualified by per. (3) I splice, either production or sister splice, for forming two qualification splices for each coupler type the next and subsequent units of 33 splices At least one-fourth of the total number of splices using the materials, engagement length, and the size of the splice sleeve described in Par.0.4(b). The completed tested shall be production splices.splices shall be tensile tested and the tendle test results (c) Stialght sister splices shall be substituted for pro.f shall meet those specified in TaWe CB43301 or CC. duction samples on radius bent bars and for bars at.43331. The results of the tests shall be documented. tached to structural steel elements or the liner.Items (1) through (10) above shall Ira considered as es.sential variables, and any changes to them shall result in 4.4 Tensile Testing Requirements requalification of the procedure.Samples shall be tensile tested using the loading rates 3.8 Initial splicer Qualification Tests set forth in SA-370. The following shall constitute the acceptance standards:Each splicer shall prepare two qualiScation splices (a) The tensile stren6th of each sample shall equal or for each of the coupling types to be used. Except for exceed 125% of the minimum yield strength as shown in stud couplings, each pair of qualification splices shall Table CB43301 or CC43331, as applicable.Le made in each of the vertical, horizontal, and diagonal (b) The average tensile strength of each group of 15 positions The qualification splices shall be made using consecutive samples shall equal or exceed the speci6ed reinforcing bar identical to that to be used in the con. minimum tensile strength, as shown in Table CB43301 crete reactor vessel or containment. The completed or CC4333-1, as applicaWe.quali5 cation splices shall be tensile tested and the tensile results shall meet those speciSed in Table CB4330-1 or 4.5 Substandard Tensile Test Results CC43331, as applicaWe, g(a) If any splice used for testing fails to meet the 4.0 CONTINUING SPLICE PERFORMANCE TESTS strength requirement of Table CB43301 or CC43331 and failure occurred in the bar beyond the engaged part

 #*l I"**

• of the bar, the cause of the har break shall be investi.

l gated by the Fabricator or Constructor. Any necessary j A continuing series of tests shall be made to ennue corrective action shall be implemented prior to continu.

 . that production splices meet the tensile requirements. ing the testing frequency required by Par. 4.3. -

4.2 Splice Samples (b) If any splice used for testing fails to meet the strength requirement of Table CB43301 or CC43331 Samples shall be assemWed in accordance with the and failure occurred in the splice portion of the bar, splicing procedure required by Par. 3.5. two adjacent splices shall be tested. If either of these retests fails to meet the strength requirements of Table/', 4.3 Testing Frequency CB43301 or CC43331 splicing shall be halted. Splic.Separate test cycles shall be estaWished for each har ing shall not be resumed until the cause of failure has ,size, grade, and coupler type as follows: been corrected and resolved.407 5-5 ;t

h ICASE (continmod) i N-185 CASES OF ASME BOILER AND PRESSURE VESSEL CODE t(c) If the mnning average tensile strength of 15 con. ined. The visual examination shall be in accordance with secutive samples fails to meet the strength requirements Article 9 of Section V. Welds shown to have any of the of Table CB43301 or CC43331, splicing shall be following imperfections are unacceptable:halted. The cause shall be investigated and the neces. (a) any crack; .sary corrective action taken. -(b) surface rounded indications the sum of whose (d) When splicing is resumed, the testing frequency diameters exceeds 3/8 in. in any liner inch of welds, or shall be started anew. 3/4 in.in any 12 in. length of weld; '(c) as. welded surfaces are permitted, however,6e 5.0 RECORDING OF TENSILE RESULTS surface of welds shall be free from ripples and grooves and abrupt ridges and valleys.The results of all tensile tests obtained from th- tests Unacceptable imperfections shall be removed or re. - -prescribed by Pars. 3.6 and 4.0 along with all other duced in order to meet the almve limits. The weld shall ;pertinent data shall be recorded. be repaired in accordance with Par.6.0,and reexamined in accordance with Par. 7.0.6.0 WELDING .

; 8.0 EXAMINATION OF SPLICES l Welding of sph.ce sleeves to parts shall be performed ;

using Welding Procedure Speci6 cations asd welders _quali6ed in accordance with AWS D1.175 (Rev.176) (a) Bar ends and splice sleeves shall be visually ex.or Section IX. amined prior to assembly for cleanliness. ;(b) Bars shall be marked with a suitable marker to 7.0 EXAMINATION OF WELDS BETWEEN SPLICE indicate depth of insertion into splice. After assembly, l SLEEVES AND THE LINER OR STRUCTURAL the actual depth of insertion shall be checked by means !ELEMENT of *.his mark.(c) Proper assembly and swaging pressure shall be _ l The surfaces of all welds between splice sleeves and checked for compliance with the installation procedure ;the liner or structural element shall be visually exam. described in the Construction Specification. ,t h1 56 i

 ?

5-6 !

 , w -m-- -c_

j ji REFEREt Q 6! " Regulatory Guide 1.136, Material for Concrete Containments," U. S. Nuclear j Regulatory Commission, October,1978 (Revision 1).4 lt 0I 6-1

 'Ihis page is intentionally blank.

6-2 :l l

 ** "%jog UNITED STATES ;,g NUCLEAR REGULATORY COMMISSION ; j wAswmaron, c. c.: ossa y *"** j -

July 8, 1981 Regulatory' Guides 1.10, 1.15, f 1.18, 1.19, 1.55, and 1.103 ll REGULATORYGUIDEDISTRIBUTIONLIST(DIVISION 1)

SUBJECT:

WITHDRAWAL OF SIX DIVISION 1 REGULATORY GUIDES I The following regulatory guides were issued as indicated to provide Il guidance to licensees and appitcants for implementing portions of the Commission's regulations with regard to materials, construction, and testing of concrete containments and other safety-related concrete structures:1.10 " Mechanical (Cadweld) Splices in Reinforcing Bars of Category 1 IConcrete Structures," Revision 1 January 1973, 1.15 " Testing of Reinforcing Bars for Category 1 Concrete Structures,"l Revision 1, December 1972, 1.18 " Structural Acceptance Test for Concrete Primary Reactor Containments,"Revision 1, December 1972, II I1.19 " Nondestructive Examination of Primary Containment Liner Welds,"Revision 1 August 1972 (Safety Guide 19),1.55 " Concrete Placement in Category I Structures," June 1973, and 1.103 " Post-tensioned Prestressing Systems for Concrete Reactor Vessels and Centainments," Revision 1, October 1976.The regulatory positions of these guides are now considered to be covered l by one or more of the following national standards:ACI 359 (ASME Section III, Division 2), " Code for Concrete Reactor Vessels and Containments," endorsed by Regulatory Guide 1.136,

 " Materials, Construction, and Testing of Concrete Containments I

I (Articles CC-1000 -2000, and -4000 through -6000 of the Code for Concrete Reactor Vessels and Containments)." (l tl 6-3 lB

ACI 349, " Code Requirements for Nuclear Safety-Related Concrete 'Structures," endorsed by Regulatory Guide 1.142, " Safety-Related i Concrete Structures for Nuclear Power Plants (Other than Reactor 'Vessels and Containments)."ANSI N45.2.5, " Supplementary Quality Assurance Requirements fo kInstallation, In3pection, and Testing of Structural Concrete, Structural Steel, Soils, and Foundations During the Construction

• Phase of Nuclear Power Plants," endorsed by Regulatory Guide 1.94, j

' " Quality Assurance Requirements for Installation, Inspection, and ;Testing of Structural Concrete and Structural Steel During- the i Construction Phase of Nuclear Power Plants."Therefore, Regulatory Guides 1.10,1.15,1.18,1.19,1.55, and 1.103 are l.being withdrawn. Withdrawal. of these guides is in no way intended to ,alter any prior or existing licensing cannitments based on their use. (i Regulatory guides may be withdrawn when they are superseded by the I

 ' Commission's regulations, when equivalent recommendations have been j incorporated in applicable approved codes and standards, or when changes !

in methods and techniques or in the need for specific guidance have ;made them obsolute.

• t

 ~ , Y b.

Robert B. Minogue, O rector !Office of Nuclear Regulatory Research i ii

 'f f

3 ii

 ?i I

f fl \f if l6-4 i

i Revision 2*[* **%h

 'U.S. NUCLEAR REGULATORY COMMISSION June 1981 M'\ .....= *iREGULATORY OFFICE OF NUCLEAR REGULATORY RESEARCH GUIDE ' REGULATCRY GUIDE 1.136 *

(Tasic SC 314 5)MATERIALS, CONSTRUCTION, AND TESTING OF CONCRETE CONTAINMENTS (Articles CC 1000, 2000, and 4000 through 6000 of the

 " Code for Concrete Reactor Vessels and Containments"8 )

A. INTRODUCTION formaI!y issued for the first time in 1975, was reissued in 1977, and again in 1980. This revision to the guada endorses General Design Caterion 1, Quality Standards and the fo!!owing articles of the 1980 edition of the Code:Records," of Appendix A. " General Design Catena for Nuclear Power P! ants." to 10 CFR Part SO, "Domesuc CC.1000, Introduction, Licensas of Producson and Utili:ation Fse:Ilties." requires, CC.2000, Material, in part, that structures, systems, and components important CC-4000, Fabrication and Constmetton, to safety be deugned, fabncated, erected, and tested to CC.5000, Construction Testing, and Fnmination, and quality standards commensurate with the importance of CC-6000, Structural Integrity Test of Concrete Contain-the safety functions to be performed. Appendix B. " Quality ment Structures.Assurance Cateria for Nucisar Power Plants and Fuel Reprocesang Plants," to 10 CFR Part 50 requires, in part, Consideration will be stven to referencing the Code in that =easures be established to ensure matenals control the Code of Federal Regulations after sufficient experience( and control of special processes, such as welding, and that proper tesung be performed.has been accumulated with its use. In the interim, the NRC staff wiB set forth its position on the acceptability of the Code for!!cenang purposes in regulatory guides.This guide describes bases acceptable to the NRC staff for implementing the above requirements with ngard to the The NRC staff has evaluated the provisions contained in matenais, construcuan, and testins of concrete catrammerits.the articles listed above, but has made no attempt to coordinate au literature (standards, codes, guidelines, tuguia-The Advuory Com:mttee on Reactor Safeguards has tions, etc.) that may be relevant to the subject of this guide.been con uitrd concern:ng this guzde and has concurred in the regulatory poumon.The referenced Code incorporates the recommendations of several regulatory guides in an accsprable manner. Hence, B. DISCUS $1CN with the !ssuance of thisrevision to Regulatory Guide 1.136, the regulatory guides 11sted below will be withdrawn:The American Socery of Mechanical Engmeets and the Amencan Concrete Insuture have jointly published the 1.10 Mechanical (Cadweld) Splices in Remforets:

 " Code fer Conente Reactor Vessels and Contamments."1 Bars of Category I Concrete Strucmres, wruch is referred to.in this guide as the Code. The Code was 1.! $ Test:ng of Remforcms Bars for Category I Conente Structures, cct.ne eer sventann.aa num e .f caansa is tais revisi.a tr.m sne wita tan.19?: i.anu naa m e it impruncas t indican ta. caanses in n maron. 1.15 Structural Acceptance Test for Cenente Pnmary 2

n. -C44. roe Concrm newt., vn is sa4 Cantainmenta- **** "**'"*'"**'

als is.c n tit. olvi S 2. t e Co.n.o lut.wa ans .t.tn.er as (n.or ASME 5.e1 r and 1.19Pres.ur. V a.eExamination Nondestructive Cod.. of Pru:ury Contain.of M a.s.o Etatten. astr Ac.t.standare s.s9.so sAmncan s of taetv C.od.a Soes ees taeret. m.ay DE:staine a Enea ta rs. L'nat.tainee tr m.rine ment Litter Welds, C.nter.Am ncan Coacret 4s:s 9.ses LIA.tstut., 47t.hS Str.ecnanicalet. t91so, Detroit, Mican6an New Y.Eorit. New Yoric toot?. e ca.1.55 Concrete Placement in Category I Structures, and usNac assut.Aromv cuicas c.ma .au in.wi. at to ta. s.enewv ., ta. coa,..u.ea.a ,= m W

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i 44 Post-tensioned Prestresang Systems for Concrete 5. CC.2441(g) Tendon Ducts, Channels, Trumpets, and

1.103 Reactor Vessels and Containments. Transition Cones Because the Code provisions continue to change, the SubparagraphCC-2441(g) addresses only the susceptibil-NRC staff plans to periodically update this guide to accom- ity of ducts to leakage under pressure. However, duct joints modate new and revised provisions of the Code. are more susceptible to leakage under pressure than the ]

+ ducts. The recommended prequalification of ducts and j 4la those areas where the provsmons of the referenced duct joints in Regulatory Position C.$ would eliminate the i potential for grease (or grout) leakage under maximum Code are insufficient for licensing purposes, the staff has provided supplementary guidelines it considers to be pressures.! needed. These guidelines are contained in the regulatory l position. Brief reasons for recommending them are given 6. CC 2463.1 Static Tensile Test below.Different systems of prestressing may require different

1. CC-2232.2(a) Strength Tests2 numbers of tests for tendon systems to establish their adequacy for use. Variations within the tolerance limits of l the construction specification in material properties and The average strength of a design mix based on mean l rather than maximum allowable values of air content and in geometry of anchorages and tendons must be realistically I slump is not conservative relative to standard building con- and adequately represented in the system testing. Therefore, struction practice. The limits in Regulatory Position C.1 Regulatory Position C.6 recommends that any system of j

are taken from Section 4.4.2 of ACI Standard 318-77, prestresans be subjected to a sufficient number of tests to establish its adequacy before it is adopted for use.j " Building Code Requirements for Reinforced Concate."3

2. CC 2243 Cement Grout for Grooted Tendon Systems 7. CC4240 Curing i

Regulatory Position C.2 recommends using the guidance The 1980 version of the Code eliminates a specific jj in Regulatory Guide t.107 "QualificationforcementGrout- requirement for curing conente at temperatures higher j ing for Prestressing Tendons in Containment Structures," than 40*F. The guide recommendation is in accordance rather than paragraph CC 2243 with respect to grouting of with ACI 208-71, " Recommended Practice for Curing ij prestressing tendons. The staff believes that the guide recom- Concrete."3 mendations provide needed assurance for the integrity of grouted tendons that cannot be directly inspected during 8. CC4333.4.2 Splice Samples the life of the containment.1 The 1980 edition of the Code, in CC 4333.4.3, requires

3. CC 2433.2.3 - Acceptance Standards only a production-splice testi g program, while the previous j

program permitted productivn- and sister-splice testing. As Ii Experience with the use of a!!oy steel materials for anchor a result, CC 4333.4.2 now contradicts CC-4333.4.3. Regula-

. blocks and wedge blocks (such as AISI 4140) indicates that tory Position C.8 provides guidance consistent with the a high degree of hardness of these materials is a factor in requirements of CC4333.4.3.

} .causing cracking (presumably stress corrosion) under certain inevitable environments. Also it is necessary to control the 9. CC4352 Splices uniformity of hardness of these matenals. A thorough

 ' surface examination and proper protection before and after Mechanical splices are considered to be weak links in the i insta!!ation of these matenals and a close control in the performance of reinforcing bars.Thus,staggeringof mechan-' amount and uniformity of hardness in these materials may ical splices in areas of high stress is being reemphasized in eliminate cracking, order to avoid a concentration of splices on one plane in such areas that may result in (1) unacceptable cracking and

4. Protection of Prestressing Materials from low Temperature (2) increased steel congestion that has adverse effects on j concrete placement. In addition, this recommendation is

Effects j

• consistent with ACI 349-76, " Code Requirements for Nuclear The testing of prestressing materials to qualify them against safety Related Concrete Structures."3 i

loss in ductility during cold temperatures is needed; therefore, the guidance in Regulatory Pontion C.4 is recommended. 10. CC4464.1 Procedure

 *This alpesammerte cians idenunes the article,and en it menP W- g,u W M h apphcasse, of the " Code for Concrete Reester Vessels en ta6n- the American Concrete Institute (Section 18.13 of ACI ments

• noms atacumud. 318-77), is to allow the discrepancy level of :5G instead of the 10'e allowed by the Code. The guide recommendation

} 3 Copies may be antained from the American Concrete lastitute.Ses !91so, Detroit. Michssan 4at19. Is for 25%.l 1.136 2 6-6 II

' 3. CC 2433.2.3 - Acceptance Standards

11. CC 45:2.1 Tolerances for Liner SheEs and Heads 4

 ' The non-mandatory guidelines of Appendix F to the Code - la addition so the requirements in subparagraph CC-2433.2.3, i

are acceptable to the NRC staff although some of the guide- the following guidance should be used:j j lines are relaxed from the previous requirements of the 1977 edition of the Code.

 "The maximum hardness for material of anchor head assemblies and wedge blocks shall not exceed that of Rockwell C40. To maintain uniformity in hardness, the toler-AppendixF, paragraph F 1 20(c), estahhthes non-camhtive plumbness tolerances forliner shells Cumulative tolerances ance on a designated hardness number shall not exceed h2."

c may be controlled in most cases by the out-of-roundness l tolerances of paragraph F 10:0(a). However, to ensure that a maximum cumulative plumbness tolerance is established 4. Protection of Prestressing Materials from LowTemptature{- far different containment configurations, an explicit Effects]rec:mmendation is provided in Regulatory Position C.11.In addition to the requirements in CC 2434, " Wedges Iand Anchor Nuts," the fo!!owing guidance should be used:i 12 CC 5210-General iThe locations of all major embedments, such as plates, " Materials for allload-bearing components of prestressing embedded piping penetration sleeves, major structural systems should be selected so that they can withstand the sframings, and anchor bolts, should be preplanned, identified anticipated low temperature effects without loss in their jon the design drawings, and documented on field changes ductility. Methods and procedures smular to those used II thereto. This would permit verification that embedments for materials of liners in CC 25 0, ' Fracture Toughness have been placed with full consideration given to the Requirements for Materials,' are acceptable for qualifying resulting reduction in structural strengths. radiation shisiding tne materials. Additionally, it should be demonstrated by ieffectiveness, and hindrance to the placement and consolida- suitable tests that with the maximum aHowable flaw i sias (cracked buttonheads, wedges, and anchor nuts), the 4 tion of concre*e.specific components will exhibit the required strength and ductility under the lowest anticipated temperatures."i 13. CC.6214 - Retest l! The second sentence of CC4214 permits the heensee the

5. CC 2441(3) . Tendon Ducts, Channels Trumpets, and i eption of doing nothing even after studies have been made that indicate that acceptance criteria (c) and (d) of CC4213 Transition Cones .

j -

! were still not met. The need to select one of the fonowup options in paragraph CC4214 is defined in Regulatory Instead of "CC-2441(g) Ducts ," the following should l

be used:l Position C.I3.1 "CC-2441(g) Ducts and duct joints ."i

• C. REGUI.ATORY POSITION

6. CC 2463.1 Static Tensile Test The requirements specified in Articles CC.1000,-2000,

} Instead of "CC 2463.1 Static Tensile Test. Two or more iand -1000 through-6000 of the " Code for Concrete Reactor Vessels and Containments," ASME Boiler and Pressure Vessel static tensile tests. " the following should be used:l j Code, Section 111, Division 2,1980 Edition (also known as ACI Standard 359-80) are acceptable to the NRC staff for "CC 2463.1 Static Tensile Tests. Static tensile tests. "the materials, construction, and testing of concrete contain-mints of nuclear power plants subject to the foHowing: Any system of prestressing should be subjected to a sufft-l.cient number of tests to establish its adequacy Justification

1. CC::32.:(a) Strength Tests that a sufficisst number of tests have been performed as 4

 ' weu as a description of the test program should be submitted When fonowing the requirements in the second sentence to the NRC for review and approval of CC 2232. (a), the word " maximum" should be used for th) word "mean" whenever it ap pears, and"$1.751n." should 7. CC-4240. Curing be used instead of "::0.75% ."

/ In addition to the requirements for curing concrete in ;

2. CC-2243 Cement Grout for Grouted Tendon Systerns subsubarticle CC 4240(d), the following guidance should be l 1

used: j 4Regulatory Guide 1.107, " Qualification for Cement l "When the mean daily outdoor temperature is 40* F or lGrcunns for Prestressing Tendes in Comamment Structures "should be used for guidance on qualifying grout for grouted higher, the mmimum period of curms should be 7 days tendon systems, after placing concrete."l 1.136 3 6 .___ _ - .___- - - . .- . _ - - ... .-

S. CC4333.4.2 Splice Samples such as rebar supports and form ties), or covered by docu mented field changes and later placed on the as buil Inster - requizementsin subparagraph CC4333.4.2, drawings, remain in the form after the concrete is placed the fo!!owmg .adance should be used: Additionally, the inspection should ensure that hollol tubes and pipe sections used as support systems or for othe

 ** Splice samples shall be production splices (cut directly construction convenience, ifleft embedded in the concreti frore in-place reinforcement)." are filled with concrete or grout as appropriate.

7. CC4352 Splices 13. CC 6214 Retest in addition to the requirements in paragraph CC-4352, There are two options permitted by the Code in the phras, the following guidance should be used:

in the second sentence of CC-6214 ". remedial measure may be undertaken or a retest may be conducted.."; ort

 " Mechan +ed splices located in areas of high stresses should be selected if the requirements of CC-6213(c) anI (maximum computed tensile stress :L 0.5 Fy) should have (d) are not met.

alternate bars spliced or adjacent splices staggered. If tests for slip (orinternal plastic deformation) of the splice demon-strate that the slip is low (Le., not to exceed 50% of the D. IMPLEMENTATION clongation of the unspliced bar along the splicedlength), at 0.9 F y, the adjacent splices need not be staggered."The purpose of this section is to provide information tj applicants regarding the NRC staff's plans for using tha

10. CC4464.1 - Procedure regulatory guide.

Discrepancies of elongation of ter.donsshouldnotexceed Except in those cases in which an applicant proposes as "25%" of the discrepancies c.sculatedinstead of the "!!O%" acceptable alternative method for complying with specifici as discussed in the last two sentences of subparagraph portions of the Commission's regulations, the metho<CC-4464.1.described herein will be used in the evaluation of th<following applications that are docketed after May 1981'

11. CC4522.1 - Tolerances for Liner Shells and Heads

1. Preliminary Design Approval (PDA) applications and Pro, The NRC staff will use the guidelines of the non-mandatory hminary Duplicate Design Approval (PDDA) applicationt Appendt> F to the Code for the purpose of review and inspection. {

2. Final Design Approval, Type 2, (FDA 2) applicationi and Final Duplicate Design Approval, Type 2,(FDDA-2 A maximum cumulative deviation of the liner shell plumb- applications.

ness of 6" or a 1 in 200 ratio, whichever is less, should be used. 3. Manufacturing License (ML) applications.

12. CC 5210 General 4. Construction Permit (CP) applications except for thos4 portions of CP applications that reference standard The requirements of CC 5210 should be supplemented designs (i.e., PDA, FDA.1, FDA 2. PDDA, FDDA4 by an inspection to ensure that only those embedr.ents FDDA 2, or ML) or that reference qualified base plan shown on the des:gn drawings (except ' air.wr embedments designs under the replication option.

1.136-4 6-8

VALUEllMPACT STATEMENT Description The value/ impact of positions of this revisten to the guide are discussed below:This Revision 2 to Regulatory Guide 1.136 provides infrrmation regarding the NRC staff's positions on the Regulatory Positions C.1, C.7 C.10, and C.ll should have I acceptability for NRC licensing actions of Articles CC-1000, no appreciable impact on the industry or the public since

 -2000,-4000, -5000, and -6000 of the " Code for Concrete they recommend generally accepted construction practice.

Reactor Vessels and Containments"* published jointly by the American Society of Mechanical Engmeets (ASME Regulatory Position C.2 recommends the use of the Doil:r and Pressure Vessel Code, Section111. Division 2, more detailed recommendations of Regulatory Guide 1.107, which include a reference to the existing Code requirements 1980 Edition) and the American Concrete lastitute (ACI Standard 359 80). In those areas where the NRC staff finds of CC-2243 where appropriate. 'the value/ impact and rationale for recommendations in Regulatory Guide 1.107 provisions of the referenced Code insufficient forlicensing purposes, supplementary guidelines are given in the regula- have been thoroughly discussed in the resolution of public tory position. comments on that guide and during the putlic meetmg in November 1976.i Following issue of Revision 2, this guide win be periodi-cally updated to stay current with the ASME Code, Sec- Regulatory Positions C.3, C.4, C.5, and C.10 emphasize the need to prequalify prestressing system components by tion 111, Division 2. This will be done under procedures similar to those under which Regulatory Guides 1.84 and adequate testing. These positions are consistent with the l 1.85 are updated in the endorsem*nt of ASME Code Cases. way the previously approved prestressing system com-ponents were required to be qualified. The NRC staff Value believes that the Code lacks these specific requirements.They would help ensure the safety and integrity of the issuance and implementation of this guide win provide qualified prestressing system during the useful life of the the NRC reviewers and applicants a common basis for containment. Their impact on the industry should be understanding the Code requirements for materials, construc- rrm"mst tion, and testing of concrete containments, thus m+mmning potential subjective interpretations on the degree of accept- Regulatory Positions C.6 and C.13 remain essentially atility for materials, construction, and testing of concrete unchanged from the November 1979 issue of this guide for containments. public comment.Impact Regulatory Position C.9 represents an editorialcorrection to eliminate a contradiction in the 1980 edition of the Code.Most Code requirements are now being accepted by the industry and NRC. Therefore, the endorsem*nt of these Regulatory Position C.12 has been revised to retlect Code requirements would have no additional impact on public comments received and to fulfill a need without any industry. negative impact on the industry.l Recommendations lI Copies may be oetained from the American Society of MecPan- Revision 2 of the guide should be issued for implementa-

 " tion as desenbed in Section D. " Implementation," of the Nem. Dors"'tootNeTe"'An((n5' co' acre e EisnS*te',y 191so. Detroit. McMassa 4 2:9. guide, eu s ccVeRmue'er P9per!NoomCs.1 set 34tJ43 gggg i

I 6-9 1.136 5 I

i UNtTSO STATS $NUCLS AR RSGubATORY COMM4SSION W ASHINGTON, D. C. 20958 PosTaas Ano pass paso M]a u.s. NUCLs Asp macybaycyty CPPICI AL SUSINSSS PSNALTY PCR PRIVATS VSS,$300 Comensesssese L J ff 4h 5m tr Il I6-10

r REFERENQt 7 ii i

Uniform Building EQdt,1979 Edition, International Conference of Building Officials, Whittier, California,1979.

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l Pre / hee lilE UNil UHht Millt.lplNt; CODEis dedit ated to Ibc developmcut of Ikates Imilding consleisceio.4 amt gecates safety lie the imldic by unitenmis y i in huihling laws. 'llic code is foemded on I soad hawd perimmance pein-tipiss that make pouit,1c elic use of urw materials asul new cuir.ssuasion systems.IllE IINIl DNhl Nilfl.IDIN(; CODE was lisse enatsed by the Inscrua-> tional Conicience of fluil ling Ollisiah at she Sinali Ansiu.il flusiness bicca.ing held in l'hornia, Asirona, Ocsolect als 21,1927 Revised ciheisms of this code haec licen publislied sinse sleat aime de apse osiciate slucc year in ter vals. New edis sims inime pas.".sc thanges upsw owed sins e ehe last editien.

 'IllE llND DitM lillll. DIN (; COHE is designcil ea he cinnpatil;le niili l related publisasions listed on the following pages to provide a rinnplcae srt of skwuments for scrulaine y asse.

Changes to the code are ptwcssed cash year anti puleihhed in suppic-enents in a foeni ptsmitting ready adoption by local cinnnmnitics. thew thanges ase tasclully reviewcd isi public locarings by psolcuional expects in the field of imilding mn sa nction and fire and life sarcey.Vcilit al lines ire flic nearains imlicaec cliances leum the 197 n cdision es.cept where slic culiec cleapier was resiscal, a new chapses was added or the y change uns minor. Wlicae asi ensite chaines is changed os new charact was

 - added. a notashm app-as s at she hcgienning of ihas chapter.

1 he f ullowing esplanatiim is provided 4o assist the 1979 code uses:

1. Chaptcr 16 m as delcsed in its entisety and all seferences eo lire iones I mere deleted eliroughout the cmic. Specific cleanges in coale comeent

 ; whis h resulted Isan the deletion of lier nmes, sus h as she allowahic 1 areas listcd in Tahic No. 5 A, have been imlicascd by ves icallines ire

the snarsins.

2. The pcvious occupancy chapices. Chapacts t tInough is, are omw l Cleaptens 6 tlirosegh 12 ami arsangeil in alptiahetical order. Addi-siimally Chapecs 6 is a cinselJnation of pevious Chapless 6 and 7, and Chalwer 12 is a cimihinalism of previous Chas.ters 13 and I 4.

3.11 e previones types of cons suction chapters, Cliapters la through First Printing 22 ase now arranged in descending onder according to type of mn.

 ; sie uction designatiini, as follows:

CitAPIE ft TVPE OF CONCinUCTION Il.ibtaty of Congress Casalog Card Number 79 3M50 1e iI.R.

 . 19 Il-I~.R.,II.N. II Oise hout COFVRH;llT 1979 '

24 Ill-N.111 One-hoisc I'I 21 IV ll.T.22 V-N, V One hour International conference of liuilding officials An nomiy,is or changes hetwe n edi,iens is pubiished in ,amphict ro,m b

• M '8'"-

sus soules wonKMut Mitt KO40 . Weilllef R. LAtistHustA amiral rsisNIHelM198EU.5 A.w w

w r- 'm , rm rm rm. em' r u.-._ r v m' rm . rm r r, 'm -2eos UNtFOftM Eult DitH1 CODE 8979 EDeilON gg c"no etc has hardeneil. 1 assaicipatedconst uctionloads, 7 No lignid, gas or vapn, ent eps wates not cacenling vo It no, so p,3 Ic) Condents and Flyes Eashedded in Concrete, filectric conduies aml .psesmre, is to be placed iss she piper ensil the camarie has attainnt other pipes whose embedenent is allowed shall not, with their listings, ;Ils desigen sescngth.displace more than 4 percent of the area of the cross section of a coluenn

 ' 8. In solid slabs she pring, unless is is for sadians heating or snow en whicle stress is calculosed or which is acquired for fire i.rosection.

suelting, sisall be placed bet wcen she top and hoesom a einfoicement.Sleeves, camduits or other pipes passing thsough th> ors, walls or beams 4all be of such size and in such location as not to impair significantly the ,

9. 1he concrete covesi9 of the pipes and fissisias shall be sme les4 than Ili imi.cs for cimcscle sua f ace exposed to she wenisher os in sontact serength of the conuructiose. Such sleeves, camdnits os pipes may be con-wille Ihe seound sma% inch for contacte missIaces neos espwd discsI.

sidered as replacing structusally in compsession the displaced concscie, fyIo the 3 onndor weather.posided they are not exposed to rusting or other deterioration, me of un-

10. Reinfmcnnent with an area cepsal to at least 0.2 pescent s,Ithe area ceased or salvanized isost or steel not thinner than standasd Schedule 40 of the nmcarte sectiim shall he ps ovided mu mallo che piping.

stert pipe, have a nominal inside diameter poa over 2 inches, and ase spaced not less than thsee diameters on censers. i 11.1he piping and fissings tail be assembled by welding, beasing, solder-wcasing or olher equally satisimf ory method. Scsew comnee.Unless otherwise approved, embedsled pipes or conduits, othee than lions eaH be gnohibiteil.1lic piping shall be so fabsicatesi and in-those metely passing through, shall be not lasser in outside slimension staHed th:st is will sms tapire any cueling, bending or displacnnene than one thied the thickness of the slab, wali or beam in uhkh they are of the a cinforcensent frmn its psoper locasion.embedJed, not shall they be spaced closer than thace diaeneters or sideht (d) Conseructie n Joines. Joints not indicasesi on she plans shall he so osi center, mit so located as to hnpais significantly slic sesength of the con.made and locaint as not to impair the sirength of she struceme. Whne a j seanction. Sletves, pipes or condnits of any macetial not hasmful to con.jome is en be made, the susface of she concrete shall be thosouglily cleaned )cresc and within Ihe limitations of this section enay be embedded les ahe ami all faitance ami seamling water reinoved. Vessical joints also shall be umircte with the approval of Ilie buihling official, psovided they are not thosoughly setled and coated wish neat cemens grove immesfiately Isefore Y umsidered to replace the displaced coiwrete. Sleeves, pipes or condoles of I dacmgof newconcrete.v5 aluminians shall not be embedded in sesuctusal concrete unless etfectively osated or cosercJ to prevent alusuinum.concsete reaction or electeolytic A dd.iy at least until the concocte in colmnns and walls is mi lon,'er I dastic snust occur bcfose casting or esceting beams, stieders or slabs sup-action betwecn aluminun and steel. pnsied thercon. Beams, airdess, bradets, colesom capitals and haimches Pipes whkh mill contain liquid, gas or vapor may he enibedded in situe. shall be camsidered as past of the theor system and shall be placed anono-enrM cc.ncrete under the following additional con.fitions: inhkally sherewish.

1. Pipes an.I fittings shall be designed so sesist the effects of Ilie Conseructiam joints in floors shall I e located near the middle of the mate:ial, pa essm e and toupes ature to which they will be subjected. spans of Slabs, heams or girders nuless a beam intersects a girder at this

2. 'Ibe temperature of the liquid, gas or vaper shall not execed 150*F.

3.1he seieninium pressuse to which any pipiens or Ihtings shall be ," ,"

• i hl

 'h8 ' $ *'

• f c,

a e e 3. sal subjected shall be 200 psi above atmosplict oc ps etsure. shcar and other forces shepuple the camstriection joints-J

4. All piping and fittings except as noted in Section 2tio6 (c) 5 sliall be tened as a unit for leaks isnmediately psios to concocsing. The DeleUs of IkinimenM

 . ter:ing pscssue aliove atmospheric pressure shall tie 50 percent in -

excess of the peessiste to which the pring and fiolings snay he soh. A = .arca of wire to be spliced, squase inches.jected, bus the minimum tcssing psessuse shall be not less stean 150 el = distance from catreme cimepsessiosi fiber to centsnid of tensiim psi alxn e atmospheric pressure. The pressee test shall I e held for remforcement,imbes.foier hour s w ith no drop in pressure encept that which enay be cais .ed 8IA = siominat diameter of bar, wire or preste essing Sirand, inches.by air temperadute.f = specified wmpicuive strensih of cimcs ete, osa.

5. Drain pipes and other pipens slesigned for pressures of not nmre d

 \ /p /,= squaseioot of specified compressive strength of connrete, psi, than I psi above almosi eevic pressuse need not i e tested as respired in Section 2606(c)4. f, = specified yickisisength of nonpestressed seinfoiccment, psi.

6. Pipes cartying liquid, gas or vapor which is esplosive or injunious Io 4 = overallIhirknessoImcenber, inches.

heahh shall again be tested as specified is Fection 2606 (c)4 after time I, develognnent length, inches. See Section 2612. I lwy 30s l L

 =

Noy UNIFORZ)BylLDINO CODE 9979 f'DellON 200y

 .s = tse spacing. inthev. twkscle is plated and shalllie sciused againsi displacement within swmit led solesances. Welding of csossing bass shall not lie permitted los s, n spacinsof wite to be spliced. indies. msembly of semloscesucne unless approved

• Ibt fleeks and Rends. l. Ilneks. l'or Scismic Zones No. O and No. I ehe . elaanm. Unless odiawise approved, sem. foscement, psestressing Icem **ssanda:J imok" as used herein shall mean: nuessins seici dntes shall he pixed within the folloning A. A semiciscular turn plus an entension of at leais four liar ",n diameters tme not less than 2% inches al the fece end of the bar,or I.m cas camuete peinedhus and for deside, el in Hesural enembres, II. A 90-degree ti rn plus an estension of at least 12 bar diamceer """ '"* E' " " * ' " ' ' ' * ' '

ne the fste end of thelor.or R inches m less 3 L inth C. I'or stirrup and tie asnhorage only, cither a 90-dessceor a ig hlore tisan 5 isuhes but less ahase 24 indies i %iswh destce turn plus an extensiosi of at Ic.ist sit har diamesess I ut nog 24 imhesm more ?% inth less than 2% inches at the Isee end of the her. Inn die soso shah not he seduced by more than one shied of the sancilied I'os sie andiosage in Scissnie 7ones No. 2, No.1 and No. 4, a minimum ""surn of 135 degrecs plass an entension of at least sis har diameters but sm .For hmgq.uilinallocatum of bruds and end.of bars: 12 isuhes cucps less ehan 4 insbes at the frec enJ of s he bar. 5ce Scction 2W1(m p 3. ali scenisianums emis of soembera u bcse guteran(r . hall be 1% imh. ,

2. hitelanene head diameter. The diameter of I end mensmed on Ilie in- 3. Strayed fabric. When melded wire fabsic wiele wire of% insh diame-side of the tor for seamlard hooks, other shan stirrup ami sie liooks, shall '" " I"s is need for stah scinfortement in slabs not exceeding 10 f eu in be not less than the values of Table No. 26-C, except s hal for sises No. 3 to span, the sciseforcement may be turved from a point near she top of elic No. II, inclusive,in Utade 40 bars with ISO-ilego ce hooks osdy, minimusu slah over the surgmet to a point near the bottom of the slab at midspan, diameter shall be five bar diameters.

3. Stierssy and t!e books and heads other thess scandard books. Inside $ovided such scinfmccment is citleer continmms over, or securely an-

  N '"PI"" 

u dian,eter of bends for stirrups anillies shall be not less than th iiiches for No 1,2 inches for No.4 and 2% inclics for No. 5. . M Sp*cing of Neinfernment. lhe clear distance between paratlel bass

 & !n a laya shah he not less shase the noeninal diameter of she bars, ser I Iknds for all other bars shall hase diasnetes s on the inside of the has siot kss than allowed by Ihis section.

nuh. See also Sectnen 221 Q Whac pasallel aeinfortement is placed in[ two w same layos, the hass us lhe upper layces shall be placed directly! Inside diameter of bends in welded wise faheie, plain or deformed, fo, almvc those in the hoteom layer with the elcar distance hetmeen laycis not saiseups and lies shall be not less than four she diameters for defmened leu dian i mdi.wire larscr than IM and Iwo mire diameters foe all other wises. Isends with G oups of parallel reinfordng bass Immiled in cimtatt, assumed to att inside diasneter ofless than eight wire diameters shall be not less chase fou, as a unit, not neore shan four in any one bundle, niay be used smly when mise diametess from the nearest welded intes sectiim. stirrups M lies anclose the Imndle. Ilass larger than No. Il shall not tw

4. Besinne. All bass shall be bene cold, unins othermise approsed. No tsundled in beams or gisders. Individual bars in a bundle cut off within she lurs pavelally einbedded in concrete shall be field bent, except as showes on span of Demural membas shaN taminase at different points with at least the plans or as approved. 40 har diameters stagger. Where spacing limiestions asul niinimuen dear Ic) Serface Cendlelens of Iteleforceanent. Metal scinforcement at the cover are based on bar sire, a unit of bundled bass shall be tocated as a sinic concrete is placed shall be fiee froni snud, oil or other non metanic single har of a dianieter derived femia the esluivalent total as en coatints that advasely affect bonding capacity. ,

in walls and stato other than concscsc joist constru tion, hise principal At-tal reinforcement, encept prestressing steci, wish reest. mdl scale or a eeinImrement shall be spaced not farthes apart than shree times ihe wall or combinalic i of both shall be considered as satisfadory, presided the slab ihickness not move ehan IB incl*ts, minimune anniennions, nachsding height of de r mmations, amt weight of a in spieally reinlosred amt tied coenpression mesnbes s, she dear di eame hand wise beushed tesi specimen ese seot less than the applicable specifica- br went hesitudinal bars shall be not less chan one and one half limes Ihe emn seiynsem*nts, paninal bar diametsr. nos 1% indies. See also Se sion 2rM3 (dt.I*ressnessing sted shall be ciensi and fece of czeessive sust, oil, die e, scale The dear cLtante limisarism hetween Irars shali also apply to the alcar ami pitting. A light oside as persnessable. siistance bet ween a contact lap splice sent adjacent splices or bars.(d) piedag Reinforcennent, l. Supports. Reinforcemeses, pecuressing 'llie clear distance hetween ps:lensismises steel as cath and of she 9ect and ducts shall be accurately placed and adespialcly suppoeled hefcse manhet shall be not less than four times time diameter of individual wises 309 W

2E0y a UNirOttM BUILDING CODel 1979I OlilON 2001 por ehree times the diinicler of ser:sids. See also Settion 260) (d). (1mer 3.ned, they shan nxes she acquircinents of a CIzss D splice as girca b son 2 W gh se:tical spaci is and bundling of serands may be permitted in the middle l 3. Tendem s#o la omw meenbus. A. In pHees of high cosapeted gration of the span. *

 " 8 NI I".segions mhes c se suasianuni compused dessan load seacis Ducts for postsensioning sieci may be imudled if it can be shown ihas he omese:e e m be satisfactosity placed and when psovision is maine to pre- ". e tur m wue equals or excuds Cif, diaH suns the foHowing re-9* "'

sent the steel, when tensioncd. Ivoon ba caliing thiougli the dikt.(f) Spelees in Reinforcement. Splices of scinfoscement shall I,e sunde a sequierd lap knee, spli(n AaN meet the requisem*nts for (. lass il only as acquired or perisiitted oss lhe appsowed plans or specificalisms. F.n. spliccs llap of 1.31,).sept as provided herein, all welding shall conform to U.II.C. Seasiland (ii)If same San one half of she 15 ass or wises are lap spliced within a N0* 2R required lap lenstle, splites Aall meet the requisem*nts for Class C

1. Lap splices shall not he used for basslarges Ihan No. II except as pro- sps;ce,(lapog ,7f,y, vided in Session 2615 (p) 3. (iii) Welded splicts or posilite connections, it used. shall meet she se.

l t ap splices of bundled bars sleall be based on the lap splice length se. spilseinenes of Section 2M7 (f) 2.j quired for individust bars of the same site as the hars spliced, and siwh in, dividual splices wkhin the bundle shall not oveitap each other. The length II. In reglens of fuer cosupeted screes. Splices in reglems whese lhe map of lap, as ps escribed in Section 2607 (s) or (h) shall be incicased 20 peicent inuma computed design load sesess isi the bar or wire is always less shan for a it.rce-bar bundle and 33 perecut for a four-bat bumile. 0.5f,shall meet the following requirements: ,liars spliced by n meontact lap splices in llexural spembers shall not he (il II am more than three quatters of the hars or wires ase lap spliced stored is ansves sely farther apart than one lifth stic required length of lap within a required lap lengels, splices shall meet the seguirement s for nos 6 inches. Class A sg.lices (Iap of I .0/,).N 2. Welded splices or other positive connecikms snay be used. A full (iin ll more than three-quasters of the bass or wiscs are lap spliteil wishin a sequised lap tength, splices shall meet the sespaireman s for

 .' .a wclded splice is one in which the bars are butted and weldcJ to develop in tention at least 125 percent of the specified yield strength of the bar. Full Class il splices (lap of 1.31,).

presielve comnections shall develop in tension or compression, as required. (iii) 1 he equirements of Section 2607 (f) 2 for weldol splices or positive at least 125 percenet of the specified yield strength of the bar. Welded connections may be waived if the splices are staggered at lea:t 24 splices or positive connections not meeting these r equirements sney be used imbes and in such a manner as to develop at every section as least in regions of low computed stress in conformance nith Sectiosi 2607 Is) 3 swire the calculated tensile force as the section and in im case less II. Welding of reinforcing shall contosm in the requirements of Sectiose than 20.000 psi oss the total se.;tional area of all bars or wires used.2603(O 2. In computing the capacity developed at cach section, rpliced bars or (31 Spelees of Deformed liars and Deformed Wire les Tenden. I. Classt. wires may he inicel at the specified splice strength. tinspliced has s or Heatlet of tea *n lap spiltes.1he minimum length of tap fos tension lap wier5 sball be sated at that fa acsion of f, defined by the ratio of the st lices shall he at least thes given in this cction ime not less than 12 hechcs: thorter actual des elopment Icosth to the I,s equis ed I, i f,.Isis the tensile develop.nene ior ihe fullf,a. given in Srction 2612(f) I,2,3 (h) Sytfres in Compressfese. l. Lap splices in cosopres4un. A. ihe as.d 4. minimum length of a lap st lice in compsessism shall be the developinent Class A splices - 1.01, length in compression 1,, lSecil.no 2612 (l)l last nos less in inches than Class ll splices - l.31, "le#* I" /r of 60 000 psi or less, not (0.09:19f - 241 d, I r f, gecatcr than 60.000 psi nor 12 inches. When the specifie,d concrete Class Csplices - f.71, sevengths ate less ahan 3000 psi,Ihe lap shall be increased by one-t his d.Class D splices - 2.0f# " In lied compresskus mesnbcss whe e sics throughout the lap length 1 1he bars or wires in a Class D splice shall I.e enclosed within a spiral have an effective area of at least 0.0015 hs. 0.til ot thc lap length specalled meeting the acquirements of Saction 2612 (f) I D,imt no scihection. in se.In Setthm 2607 (h) I A may he used, but the lap tent.sh shasi bs not less than 12 inches. Tie less perpendic dar to dimenskm h shall be used in quised development length shall be allowed for she eifcct of the spiral.1 hc determining else eIfective area.cnds of bass or wires larger clean NoA shall be hooked 1810 degrees.C. Wishin the spir d of spiral congircssion enembers,0.75 of the lap

2. .stplices in tenslen Ile snesebers. Wiscre feasible, splices shall he stag- length specified in Section 2607 (h) 1 A may be used, but the lap length I gred and made with full wchied or full positive cosmections. If lap splices 311 310

i 20F UNirOfW Eult i It4G CODE tWSl'DillON 26W shall be not less than 12 inches. Iions os end bearing splices may be eased, the total tensile capacity pro.l

2. End bearing. In bars acquised for conipsessism smly. the compresss,ve vided in c:ich face of the cohnnn by the splices alone or by she splites in e

seress may be transmieted by l casing of square cut cmis hcid in concentese mmbinathm wish continuing unspliced bars at specified yield sisess shall j contact by a suitat4e device. Ends shall tenminate in flat surfaces within I,e at least Iwice she cakulated sension in that face of the column Ima not i l% dessces of sight angles to the asis of the hars ami sliall be listed within len than requirrd by Section 2fio7 (k ) 5.[ J dessees of full hearing after assemidy. I'ml beneinn splices shall siot he L Whoe she design load staess in the hmgismiinal hass in a colusun insed encept in members containing closed ties, closed slis r ups or spirait calcuWed for any loading wndition escceds% f,in sension, lap splices

3. W Ided speces oc positive coneeetions. Welded splices or imitive designed for full yield stress in tension, or full welded splices or full omnections used in coenpression shall eneet the requirements of Section sesitive connectiims shall he used, 2607 (f) 2. 5. At hoolsontal cross sections of colunms where splices are hecased, a (i) Splices of Wehled Seneeth Wke Falnie.1 appeal splices in regions minimum sensile serenesh at each face equal so sme.foussh she area of ver-I where the masimuni computed design load seress in the wiscs equals or em sicai rein forcement in s hat face enultiplied hyf, sliall tie provided.

cceds 0.Sf, shall be so niade Iliat the oveslap nnasured between stutermost 6. Metal ones in (omp osite cohanns shall be accuralcly finished eo hear noss mises of each fel vicis not less than the sewicing of the cross wires pins at splices, and positive provision shall be made for alignment of one cose 2 inches nor less than 1.51,or 6 inches, whicheves is greater, where I,is she above another. Eleasing shall be considered effective to eransfer 50 perecut deselopment length for the fullf,as given in Section 2612 (k). of the losal compressive stress Ise flee snetal core. At the column base, pro-I apped splices in regions where the manimuni computed design load vision shall be made lo eransfer the head so ehe footinc,in actosdam:e with Section 261$ (1).seress nicasusedinbetween the wiscs is less outermost Ikasi cross w 0.5f, ires of each fabsic sheet is not lessshall be1he so base made that of the metalslee oveil'P section shall t,e designed to transfer the load from chan 2 iswhes not less than 1.51, . m here l,is the development length for the the entire compnise column to the footing, or it may he designed to full /,as siven is Sectiose 2612 th). Iransfer the load Isom lhe encial settion only, provided is is so placed as to Of Spilces of Welded Deformed Wire Fabele. I.apped splices shall be leasc ample section of cimcstle for ehe trasisfer ofload frosn ahe reinforced

 -s made so that the overlap niessured between outesmost cross wives of each amoete section of the cohenm by means of hond on she veifical seinfonce.

ment amt by dis cct cosiepresskm of the concrete.M fabric sheet is not less than 2 inches. The ovcsall lapped splice leingth incasured betwecia the ends of each fatnic sheet shall be not less Ihan 1.7/e II) Connecelees. At connections of principal Isaming elements, sucle as l beams and colunins, enclosure shall be provided fos aplices of continuing sus 8 iswhes, where I,is the development length for lhe fullf, as given en Section 2612(k). reinforcement and for eml anchosageo1 scinforcement terminasine.in such (1) Speelal Ikealls for Cole: ness. I. Where longitudinal bars are ofIset, mnnecthms. Sneh enclosure may consist of exacenal concrete or internal! closed ties, spisals or stirrups.th.. slope of the inclined portion of the bar with the asis of the column shall not esceed I in 6 and the portions of the bar almve and below the (m) p.steral Itcleforceni, it. l. I.asesal sciseforcement shall meet she pro ofIset shalt be pasallel to the asis of the coluenn, Adequase hoeirantal suP- vidons of this secthm and, where shear or torsione seinforcement is re-pwt se the offset bends shall in; treated as a master of design and shall be spised, shall coniply with the provisions of Section 2611.peosided by metal ties, spirals or pasis of tise floor consIruction. hfetallees 2. Spiral reinforcement for compressior: mesubers Io confoa m Io Sectiosi or spitals so designed shall be placed not niore than 6 mdies itom the point 2610 012 shall consist of evenly spaced continssous misals licht fismly in of bend The hosiaontal theuse to IN resisted shall be assumed as one and place and true lo line by vertical spaces s. At least Iwo spacers shall be used one half times the horizontal coenponent of the noeninal force in the in' for spirals less than 20 inches in diameter, ehtee for spirals 20 to 10 inthes clined portion of the bar. in diameter, and four for spirals more than 30 inche. in diasneter. When Oti. sci bars shall be bent before they are placed in the forms. See Secte.on spiral wiscs or bars ase% inch or lasser, Ihue sphcess shall be used for 2(di?lb)4 spisals 24 hi(hes or less in diameter aml four los spleals more than 24 inches in diameter.1 he spisals shall be of suth site and so assemblot as to

2. Where column faces are offset 3 inches or anote, splices of vertical primit handling ami placing mishout being dissorted from the designed iner s adjacent to the of fset face shall t e inade by sepse ate dowels lapped as dimensions. l'or cast in place construceton, the material used in, sprals shall have a niinimimi diameter of X isich. Ancinwage of spiral remforce.

3. I e I e design load stress in the longismiinal bass in a colmun ment shall be provided by one and one half extra surns of spiral har or cal.:ulated for various loading condicions varies fromf,in conspression to wire at each end of the spirali

 %f, or less in tensiosi, lap silices, bust welded sidices, positisc connec. wucs shall be sensu' m lap splw,mie. Sphces when necessary m spiral har5 es of 48 diasneters sninimum but m>t less 3t2 383 i

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, ItEFERENCE 8 l " Building Code Requirements for Reinforced Concrete," ACI 318-77, American

 . Concrete Institute, Detroit, Michigan,1977.

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l ' ACI STANDARD 318-W

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! BUILDING CODE l REQUIREMENTS FOR j REINFORCED CONCRETE, (ACI 318-77) 1 lI 1I ii i cmerican concrete institute i BOX 19150, REDFORD STATIO'T

- DETROIT, MICHIGAN 43219 i

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i Scilding Code Commentary I, ACI Committee 318. Standard Building Code, has prepared a Commentary on this Code. The Commentary discusses some of the lu o considerations cf the committee in developing the Code and explains i new or revised provisions. The chapter and section numbering of a the Code are fo!!cwed for easy reference to specific areas. The g Ccmmentary also provides references to the background information

; used in developing the Code.

1 ACI Manual of Concrete Pra:tice

[M.ost ACI standards and committee reports are gathered to- t gather in the ACI Manual of Cencrete Practice. The several volumes[are arranged to group related material together and may be pur-chased individually or in sets I ACI committees have prepared reports of standards in the ~g general areas of materials and properties of concrete, construction practices and inspection, pavements and slabs, structural design land analysis, structural specifications, and special products and L processes. E A cemplete catalog of all ACI publications is available v.ithout charge.y. American Concrete Institute i Box 19150, Redford Stat *mn Detroit, Mich.48219 IL I f8-4 s

this code is reviseo penodicsity by supplement. The offtetal ANSI /AC! 31817 ACI standard incluaes this doct.mont plus the most recently adopted supplement.5th PRINTING. AUGUST 1973 i *ditorial corrections made as of August 1975 i ACI Standard BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318-70 iREPORTED BY ACI COMMITTEE 318 EUGENE P. HOLLAND GERALD 8. NEVILLE Chairman secretary i H. W. BIRKELAND RUSSELL S. FLING ALAN H. MATTOCK WILLIAM C. BLACr( THOMAS M. FRIDLAND KEITH C. O'DONNELL l KENNETH B. BONDY RICHARD D. GAYNOR EDWARD O. PFRANG JOHN E. BREEN ASHSY T. GISBONS. JR. CLARKSON W. PINKHAM JAMES R. CAGLEY JACOS S. GROSSMAN R! CHARD A. RAMSEY JAMES L CHANDLER SY H. HARDIN THEODORE O. REYHNER T. Z. CH ASTAIN FRANC!S J. JACQUES PAUL F. RICE EDWARD COMEN D. P. JE%Y FRANCISCO ROBLES

 ' WALTER CONLIN. JR. IB FALK JORGENSEN CHESTER P. SIESS W. GENE CORLEY ALSERT S. KOMATSU METE A. SOZEN i WILLIAM D. CROMARTIE FRITZ KRAMRISCH HARRY STAVRIDES 4

FRANK G. ERSKINE JAMES LEFTER J.D.SYKES JR.NOEL J. EVERARD JAMES G. MacGREGOR GEORGE WINTER

PHIL M. FERGUSON LORING A. WYLLIE JR.

Liaison members! RAUL ALAMO-NEIDHART CESAR HERNANDEZ A. R J. W. MILNE DAVID E. ALLEN HUGH A. KNOX PAULO FRANCO ROCHA ALEX E. CARDENAS E. PETER LENKEl JORGE A. RODRIGUEZ l CARLOS ERNESTO DUVOY CARLOS A. MACRID M. YVES SAILLARD 1i l Consultfrig members! RAYMOND C. REESE JOHN P. THOMPSON WILLIAM V. WAGNER JR.George F. Leyh served as chairman of Committee 318 from 1971 through 1975.Ashby T. Gibbons. Jr., served as secretary of Committee 318 from 1971 through 1974

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withsut crccxing of tha bir. Howsv:r. if vi.t anil 3.5- Metal reinforcement #18 bars as used in th6 structure are required to;3.5.1-Reinforcement shall os deformed reir,. have tends exceeding 90 dog, specimens shall .forcement, excect th'at plain reinforcement may be bend tested 150 deg with other critena the;be used for s=irats or tendens; and reinforcement same as for 90 deg.Consisting of structurcl steel, steel pipe, or steel a, tubing may be used as specifiec in this code. 3.5.3.3 - Defermeo reinforcino bars with specified yield atrength f,' exceeding 60,000 psi;3.5.2-Reinforcement to be welded sha!! be in. may be used, provided f, shall be the stress 'dicated on the drawings and welding procedure to corresconding to a strain of 0.35 percent and the 4De used shali De specified. ASTM steel bars ctherwise conform to one of the ASTM specifications, except for ASTM A 706, shall be specifications listed in Section 3.5.3.1, meludir:g supplementeo to require a report of material additional requirements of Section 3.5.3.2. See properties necessary to conform to welding Section 9.4 procedures specified in " Reinforcing Steel Welding Code' (AWS D12.1) of the American 3.5.3.4-Bar and rod mats for concrete rein.Welding Society. forcement sha:1 conform to " Specification for Fabricated Deformed Steel Bar Mats for Concrete 3.5.3 - Deformed reinforcement Reinforcement"(ASTM A 184).3.5.3.1 - Deformed reinforcing bars shall conform to one of the following specifications, except as 3.5.3.5 - Def ormed wire for concrete rein.forcement shall conform to " Specification for provioed in Section 3.5.3.2:Deformed Steel Wire for Concrete Rein.(a) " Specification for Deformed and Plain forcement" (ASTM A 496). except that wire shall Billet Steel Bars for Concrete Reinforcement" not be smaller than size 04 and for wire with a (ASTM A S151. specified yield strength f, exceeding 60,000 psi,f, shall be the stress corresponding to a strain of

 @ " Specification for Rail-Steel Deformed and 0.35 percent.

Plain Bars for Concrete Reinforcement"(ASTM A 616). 3.5.3.6-Welded smooth wire fabric for concrete reinforcement shall conform to " Specification for (c) " Specification for Axle Steel Deformed and Plain Bars for Concrete Reinforcement"(ASTM Weided Steel Wire Fabric for. Concrete Rein-forcement" (ASTM A 1851, except that welded A 617). intersections shall not be spaced farther apart (d) " Specification for! ow.A!!oy Steel Defor. than 12 in. in direction of primary flexural rein <med Bars for Concrete Reinforcement"(ASTM forcement and for wire with a specified yield A 70ti). strength f, exceeoing 60,000 psi, f, shall be the stress corresponding to a strain of 0.35 percent.3.5.3.2- Deformed reinforcing tars shall conform to the following exceptions to the ASTM 3.5.3.7 - Welded deformed wire f at,ric for concrete sDecifications listed in Section 3.5.3.1: reinforcement shall conform to " Specification fos

1. For ASTM A 615, A 616, and A 617, yield Welded Deformed Steel Wire Fabric for Concreta

. Reinforcement"(ASTM A 497),except that welded strength shall correspond to that determined by Intersect lons shall not be scaced farther apar1 tests on ful size bars. than 16 in. In direction of primary flexural reiTu

2. For ASTM A 615. A 616, and A 617, bend test forcement and for wire with a specified yielt i

requirements for all bar sizes #3 through #11 strength I, exceeding 60,000 psi, f, shall be the snall be based upon 180 deg bends of full size stress correspondmg to a strain of 0.35 percent.bars around pins with diarneters specified in Table 3.5.3.2. If #14 or #18 bars meeting these 3.5.4- Plain reinforcement ~specifications are to be bent,' fuli size *bar 3.5.4.1-Plain bars for spiral reinforcement sht]specimens shall be bend tested 90 deg, at a conform to the specification listed in Sectio:minimum temperature of 60 F around a 9d. pin 3.5.3.1(a), (b) __ or (c), including addittorh requirements of Section 3.5.3.2.TABLE 3.5.3.2 -. 8EN D TEST REQUIREMENTS 3.5.4.2 - Smooth . wire fo* spiral reinforceme2

 " shall conform to " Specification for Cold Draw sar eevanation t%* ~

3N o.Steel Wire for Concrete Reinforcernent" (AS-e 3. sa. and *5 t se. =7. ans sa tel A 82). except that for wire with a specified yieh strength f, exceecing 60,000 psi, f, shati be t N.Q*"jZ e Grzea 40-l Q stress corresponding to a strain of 0.35 percent.ACI STANDAQ 10- ,l

h 4s 3.5.5 - Prestressing tandons 3.6- Admixtures 3.5.5.1 -Wire, strands, and cars ter tenoc9s in

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3.5.1 - Mmixtures to tc used in concrete shall be prectressed concrete shall ccnferm to one of the subjec: to;:rict approval by tne Engineer, following scocifications:3f. 2- An admixture sha!! De shown capable cf cal "Scecification fer Unceated Strees. Relieved maintaming essentially the same compositien Wire for Prestressed Concrete": ASTM A 421). t.nd performance thrcughout the work as tne (0) " Specification for Unces:ed . seven. Wire prcouct used in estactismng concrete preocrtions in accorcance with Section 4.2.Strasshiseved Strand for Prestressed Con.crate"(ASTM A 4161, 3.6.3- Acmixtures containmg chloride !ons shall not be used in prestressed concrete or in concrete (c) " Specification for Uncoated High. Strength containing aluminutn embooments if their use will Steel Bar for Prestressing Concrete" (ASTM produce a deleterious concentration of chloride A 722). ion in the mixing water.{ 3.5.5.2 -Wire, strands, and bars not spscifically

 ;isted in ASTM A 421, A 416, or A 722 may be used 3.6.4- Air. entraining admixtures shall conform to " Specification for Air. Entraining Admixtures for provideo they conform to minimum reputrements Concrete"(ASTM C 250),

of tnese specifications and do not have properties that maxe them tess satisfactor/ tnan those licted 3.6.5 - Water.recucing admixtures, retarding in ASTM A 421, A 4ttar A 722. admixtures, accelerating acmixtures. water.reducing and retarding admixtures, and water.3.5.5 - Structural steel, steel pipe, or tubing reducing and accelerating acmixtures shall t conform to "Scecification for Chemicsi Ad.3.5.6.1 -Structural sieal used with reinforcing mixtures forConcrete"(ASTM C ag4).bars in composite compression memcers meeting recuirements of S3ction 10.14.7 or 10.14.8 shall 3.6.6-Fly asn or other pe=:lans used as ac.conform to one of tne following specifications: I Fh Ash and Raw or Calcined Natural Po= clans for (a) " Specification for Structural Steel" (ASTM Use in Portland Cement Concrete"(ASTM C 518).[ A 361 (b) "Scecification for High. Strength Low. Alloy 3.7-Storage of materials Structural Steel"(ASTM A 242). 3.7.1-Cement and aggregates shall be stored in such manner as to prevent esterioratien or in.(c) " Specification for High. Strength t.ow-Alloy trusion of foreign matter.Structural Manganese Vanad!um Steel"(ASTM A 441). 3.7.2- Any material that has deteriorated or has[- (c) " Specification for Hign. Strength Low Alloy Columtium Vanadium Steels of Structural 3.8-Standards cited in this cede Quality"(ASTM A 572).3.6.1-Standards of the American Society for[ tet " Specification for Hign. Strength Low. Alloy Structural Steel with 53.000 psi Minimum Yield Testing and Materiais referred to in tnis code are listed below with their serial designations, in.Point to 4 in. Thick"(ASTM A 588). ciuding year of adoption or revision. and are declared to be part of this code as if fully set forth F 3.5.6.2 - Steel pipe or tubing for composite herein:^comoression members ecmposed of a steel h encased concrete c0re meeting requirements of A36 75 Standard Specification for Structural Section 10.14.6 shall c nform to one of the Steel A53-73 Standard Specification for Welded and following s=ecifications:Seamless Steel Pipe (a) Grade B of " Specification for Welded and Seamlesc Stee! Pipe"(ASTM A 53).A82 76 Standard Scecification for Cold-Drawn Steel Wire for Concrete Reinforcement (b) " Specification for Cold. Formed Woloed and A184 74 Standard Soecification for Faoricated Seamless Carcon Steel Structural Tuomg in Deformed Steel Bar Mats for Concrete Rounds and Shaces"(ASTM A 500). '0]C .L (c) " Specification for Hot. Formed Welded and Wire Facnc for Concrete Reinforcement Sesmiese Carcon Steel Structurat Tucing" ~A242 75 Standard Soecificatien for Hign. Strength (ASTM A 501). i.ow. Alloy Structural Steel b BUILDING CODE REQUIREMENTS 11 8-7 g r

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4 ga' Two longitudinal wires spaced at a 2 m. 12.15.3.2-Except as provided in this code, all specmg along the mencer at tne too of the U. we!dmg shall conform to "Remforcing Steel 3j (b) One icngitudinal wire located not more than "9 d/4 from the compression face anc a second 12.15.3.3- A full welded splice shall have bars wire closer to tne compression face ano spaced butted and weldec to ceve6op in tension at least not less tnan 2 in. from the _fi'St wire. ine 125 percent of specified fi eld strength f, of the, second wire may be located on the stirrup leg bar.ceyond a bend. or on a bend with an inside -osameter cf Denc not less than 6 d., 12.15.3.4- A full mechanical connection snali develop in tension or compression, as required, at 12.14.3- Between anchored ends. eacn beno in least 125 percent of specified yield strength f, of the continuous portion of a simple U. stirrups or . the bar.multiple U.st rrup shall enclose a longitudmal bar.12.15.3.5 - Welded splices and mechanical 12.14.4-Longitudinal bars bent to act as snear connections not meeting requirements of Section -4 reinforcement, if extended into a region of ten. 12.15.3.3 or 12.15.3.4 may be used in accordance sion, snail be continuous with longitudinal with Section 12.16.4.remforcement r.nd, it extendes into a region of 12.16-Splices of deformed bars and compression, snail be enenored beyond miodeath d/2 as s;:ecified for development leng*h in Section deformed wise in tension 12.2 for that part of f, required to satisfy Eq. (11 12.16.1-Minimum length of las for tension lap 18). spaces ahall be as required for Class A. B or C 12.14.5 - Pa!rs of U stirrups or ties so placed as to form a closed unit shall be considered properly ' Olass A splice. . . . . . . . . . . . . . . . . . . . . . . . 1.04 sciiced wnen length of laps art 1.7 t.. in members Class B splice. . . . . . . . . . . . . . . . . . . . . . 1.3f, at least 18 m. deep. such sp!!ces with A.f, not more tnan 9000 lb per leg may be considered , Class C splice. . . . . . . . . . . . . . . . . . . . . . . . 1.74 i adequate if stirrup legs extend the full availaofe 'depth of member, where f is the tensile development length for the.specified yield strength f, in accordance with 12.15-Splices of reinforcement- section 12.2. -General 12.16.2 - Lap splices of deformed bars and 12.15.1 -Splices of rei,nforcement sha!I be made deformed wire in tenston shall conform to Table

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only as required cr permitted en design drawings, or in specifications, or as authorized by the TASLE 12.16-TENSION LAP SPLICES Engineer. !

 ,, A, provicee- ' uaumum cc,:ent of A, w.ceawitni reau.rea 12.15.2- Lap splices A, requirea .as .enom so - 4 75 6 see.

12.15.2.1 -Lao splices shalt not be used for bars E:aas to or

; c; ass A i class A ciais a larger than #11 exceoZ as provided in Section grenier man 2 , 4

15.8.5. Less me,2 l class e i c, ass e; c

as. c 12.15.2.2-Lap splices of bundled cars shall be M'E'EUN~ ~ ~ **

baseo on the lap sp! ice length required for in- 12.16.0-Welded . spiices er mechanical con.dividual bars within a bundle. increased 20 per. nections used where area of reinforcement cent fer a 3 bar bundia and 33 percent for a 4.bar provided is less than twice that required by bundle. Individual bar splices within a bundle analysis shall meet requirements of Section shall not overlap. 12.15.3.3 or 12.15.3.4 12.15.2.3 - Sars spliced by noncentact lap splices 12.16.4 - Welded solices or mechanical con.in flexursi members shall nct be spaced tran. nections used where area of reinforcement sversely farther apart than 115 the required lap _provided is at least twice that required by analysis splice length, nor 6 in. Snal! meet the following:i 12.15.3 - Welded splices and mechanical 12.16.4.1 -Splices shall be staggered at least 24 lconnections in. and in such manner as to develop at every section at least twice the calculated tensile force 12.15.3.1 -Welded splices and other mechanical at that section but not less than 20.000 psi for connections may be used. . total area Gf reinforcement provided.

 - BUILDING CODE REQUIREMENTS 53 8-8

l vartcus :cading combinations. varies from f, in 12.16.4.2 -in com:uting tensile *erce ceveloced ccmpression to 1/2f, or less 'n tension. :ap at each secticn. sshceo reinforcement may te j rated at tne soect'sec schce strength. Unspacec s:hces. Outt weiced solices mecnar'ics! cen.nections, or end tearing sclices may be usec, reintercement snani ce ratec at that fraction of f, 7ctal tensile strength crovicec in each f ace of t' e cefined oy the ratio of the shorter actual column Oy s;lices alene cr by s tices in ecm.cevetcoment length to (, requirec to ceveicp tne 5: nations witn continuing unschced cars at s ecifiec yiem streng!n f,.I 12.16.5 -Salices in " tension tie memters" snail te mace witn a fuit wetced sot:ce or full specified yield strengtn f. snaft be at least twice tne calculated tension in that face of tne ceiumn cut not less inan required by Sectron 12.15.3.mechanical cennection in acecrcance with Ij Section 12.15.3.3 ce t2.15.3.4 anc ce staggerec at teast 1.7 (..12.18.2 - Wh ere fa:tored load stress in longitudinal bars in a column. caiculated for any loading combination, exceecs 1.'2f, in tension, tap U"I

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• 12.17-Splices of defermed barsin strengtn f, in tension,edun wemed smes er fun I compression mechanical connections in accercance witn Section 12.15 3.3 or 12.15.3.4 snali te usec, f 12.17.1 -Mimmum len;th of tas for ccmcression lac schees sna!! e tne cevete: ment length in 12.18.3- At noticental cross sections of columns cenpression ccm:utec in accordance with where solices are located, a mmimum tensile Secticn 12.3. tut not less than 0.0005 f,d., nor strength in each face of tne column equat to 1/4 (0.0009 f,-24) d, f or f, greater tnan 60.000 :st. ncr tne area of vertical reinforcement in tr at face 12 in. For f, less tnan 3000 :st. length of ias snati multiotied by I, snail be provicec.

I Ce mereased by 1:3.12.19 - Spilces of welded delormed wire 12.17.2 -in tiec reinforcec ccmcression mem. f abric in tension eers. wnere ties tnreugneut tne ta: solice tengtn 12.19.1 -Minimum length cf lap for ta; solices of nave an effective area net vess than 0.0015 hs. lap welded ceformed wire fatric measured between F solice length may :e multiplied by 0.83, but fac L the enes cf each fabric sheet shalt not be less length snalt not te less than 12 in. Tie legs ;er. than 1.7t, nor 8 in.. and the overtac measured pencicular to cimension h shall ce usec in cetween cutermost cress wires of eacn fabric cetermining eff ective area. sneet snall not be less than 2 in. I, shall be the{ 12.17.3 - 1n seital!y reinforced compression cevete; ment length for tne s:ecifiec yieid strengtn I, in accorcance with Section 12.8.memcers. la; setier length of tars witnin a sciral may be multictiec::y 0.75, :ut lac tengin shall not 12.19.2-L.aD splices of weiced ceformed wire E t:e less tnan 12 in. fatnc, with no cross wires witnm tne las solice length, snalt be determined as fer cefctmed s ire.12.17.4 -We!ced sclices cr meenanical con.F nections used in ecmoression shall meet 12.20- Splices of welded smooth wire L recuirementsof section 12.15.3.3 or 12.15.3.4 f abric in tension 12.17.5 - End beating splices Minimum lengtn of lac for !ao 5:lices Of welced smcetn aire fabne snail be m accordance witn the{ 12.17.5.1 -In cars recuired fer compression only, ccmcressive stress may te transmitted by cearing of scuare cut ends neid in concentnc fcifowing.12.20.1 -When area of reinforcement crovicec is centact by a suitacle device. Iess than twice that recuired by analysis at solice{ 12.17.5.2 - Ear encs shall termiate in flat sur-faces witnin 1% deg of a right angte to the axis of Iccation, tengtn of overlap measured tetween outermest cross wires of each fabric sheet shall the Cars and shall be fitted within 2 ceg of full not be less than one spacing of cross w:res clus 2 in. not 'ess tnan 1.5 t,, nor 6 in f, shall be the tearing after assemDly. development length for the specified yie!c 12.17.5.3 - End bearmg s:lices snati ce used only streng% M acmane wM Sechn G in members containing closec ties, ctese:stirrups, or spirals. 12.20.2-When area of reinforcement crovided is at least twice tnt.t recuirec / analysis at smitee iocatien, tengtn of everiza - easurse cet.veen 12.18 - Special splice requirements for oute m st cross wires of eacn fa:ric sneet enan I columns nct te iass inan i.Sc.,. nce 2 in. r, snati ee tne L ceireto ment iengtn for the s ecified yietc 12.18.1 - Wn e re factorec Icac stress m strengin f, in accorcance witn Section 12.9.tongitucinst cars m a column calculatec for 8-9

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.s 8-10

REFEREIOCE 9{Letter from Steve Holdsworth, Operations Manager, Dayton Barsplice, Inc.,f Miamisburg, Ohio, to Neil E. Johnson, Science Applications, Inc., Oak Ridge, Tennessee,

Subject:

" Transmittal of Information on Dayton Bar-Grip Splice Systems," 7/13/82.

f(l(l e~9-1 4

1 s

 ] ] ] ] ]

his page is intentionally blank.

 ] ] ] . ] ]

1

 ) )

1 9-2 u a u

g- - - DAYTDN BAESPMCE,INC.Engineered systems for joining reinforcing steel July 13, 1982 621 Richard Street Miamisburg, Ohio 45342 Telephone: (513) 859-1263 Telex: 288 249 Reply To:P. O. Box 366 Miamisburg, Ohio 45342 Science Applications Inc.800 Oak Ridge Turnpike Oak Ridge, Tennessee 37830 Attention: Neil E. Johnson

Dear Neil:

Thank you for your call today regarding Bar-Grip Systems.A series of performance tests were conducted by Wiss, Janney, Elstner and Associates, Inc., in 1979 to evaluate Bar-Grip splices for conformance to ASME Section III Division 2.From our conversation I would guess that you have copies of these reports. If this is the case, you will find reference to the "Bar-Draw" system which is also known as "CAMTAK."The Bar-Draw System was used on #14 and #18 reinforcing bars.The system has now been superseded by Bar-Grip since the introduction of a new Bar-Grip press in 1981. Please disregard references to Bar-Draw which you might come across.During 1981 to 1982 Dayton Barsplice Inc. worked to qualify Bar-Grip under conditions described as " adverse." This was at the request of United Engineers and Constructors for the Seabrook plant project.The test work is now complete, and the results will form the basis of UE&C's presentation to the NRC.I have enclosed a copy of WJE's report " Performance testing of No. 5 thought No. 18 Bar-Grip Sleeves" WJE No. 8203000 May 7, 1982.In the report you will find that rebars were misinserted, ends were wet, no bar preparation was made, swaging pressure was reduced to the minimum recommended and the splicing technique employed was that least recommended.The whole aim of these tests is to give the user as much flexibility as possible. We understand that this is particularly important on Nuclear sites due to otherwise stringent Inspection procedures.A so.n v.nw. como.ny e.t a emon suo.nor corooreon. u s A.. .no cet svitemt us . Engana 9-3

g UE&C are scheduled to make their presentation to the NRC sometime.this month. .I don't believe .an actiual date has been set yet due to vacations etc.UE&C have prepared a document entitled " Requirements for

 -]

Mechanical Splicing and Non-destructive Examination of Reinforcing Bars spliced-by Swage Method" No. 9763-WS-4D.

 .]

I have been advised by UE&C that should you require a copy of this document, you should officially-obtain it via the NRC.You are welcome to. visit our plant in Miamisbu.rg where we will.

 ]

demonstrate the Bar-Grip system for you. In the'meantime I will' send you a Bar-Grip coupler.for your review.Please call if you have more questions. I will ne on vacation July 18 - July 31. I suggest you speak to Tony Cave, President .Dayton Barsplice Inc., during that period. -t . %j Yours very truly;! p' ': s 7 l

 % Ni, . . ,

J i v .1 Steve Holdsworth 'Operations Manager

 ]

! -]s j L il 14 4- -94- 'j ,

I ll l REFIMINCE 10 Letter from Neil E. Johnson, Science Applications, Inc., to Owen Rothberg, NRC l Division of Engineering,

Subject:

" Dayton Bar-Grip Splice System Presentation l to the NRC on 10/1/82," 2/28/83.

I il ll 10-1

o Imis page is intentionally blank. l(10-2

1 ll ll AH Af February 28, 1983 U. S. Nuclear Regulatory Comission Washington, D. C. 20555 Refer: NRC610-3.LO2 Attention: Mr. Owen Rothberg Structural Engineering Branch Division of Engineering Office of Nuclear Reactor Regulation

Subject:

Dayton Bar-Grip Splice System Presentation to the NRC on 10/1/82 i

Dear Mr. Rothberg:

This letter documents the October 1,1982 presentation made by Dayton Bar-splice, Inc. (DBI) concerning their Dayton Bar-Grip Reinforcing Bar Splice System. This meeting was held at NRC/Bethesda and was attending by several NRC staff members as well as personnel from SAI and DBI. A list of attendees is given in Attachment A.The purpose of this presentation, which was arranged as a part of SAI's on-going review of reinforcing bar splice systems, was to give the splice system manufacturer an opportunity to describe their system to both SAI and NRC staff members. The presentation was made by Mr. Anthony Cave, President, DBI; Mr.Steve Holdsworth, Operaticns Manager, EBI; and Mr. Larry Alcorn, Technician, DBI. The agenda for this presentation is given in Attachment B.Sincerely, -SCIENCE APPLICATIONS, INC.Dr. Neil . Johnson, P. E.Lead Engineer NRC Rebar Splice System Review 10-3 Science Applications, Inc. Jackson Plaza Tower, Suite 1000,800 oak Ridge Turnpike, oak Ridge Tenn. 37830 615-482-9031 omw sAi omees:Ainuawwoue. Ann Aroot. Amnetoa, Atlanta, soston, cmcago. Huntsvuie. La Jona. Los Ang .s. McLean, Paso Ae . sunnyvale, and Tucson, h______ _ _ _ _ _ - - - - - _ _ _ . _ - - - - - - - - _ - - - - - - -

ATSCIBENT A LIST OF METEINES - DIGTGi BAlHIRIP PRESENDTIGE h Organization Phone p ahar Larry Alcorn WI, Field Technician 513-859-1263 Anthcny J. Cave m I, President 513-859-1263 Sai P. Chan NRC/NRR/DF/SEB 301-492-9543 Hennan Graves NRC/MSEB/DET/RES 301-443-5892 Steven Holdsworth m I, Operations Manager 513-859-1263 Neil E. Johnson SAI/ Oak Ridge 615-482-9031 SAI Lead Engineer Splice System Review Sang Bo Kim NRC/NRR/DF/SEB 301-492-8425 P. T. Kuo NRC/NRR/DF/SEB 301-492-8442 Joseph W. Lam SAI/ Oak Ridge 615-482-9031-Frank Rinaldi NRC/NRR/DE/SEB 301-492-4921 Norman D. Romney NRC/NRR/DF/SEB 301-492-8987 ]Owen Rothberg NRC/NRR/DF/SG 301-492-7864 ]NRC Lead Engineer J Splice System Review Franz Schauer NRC/NRR/DF/SEB 301-492-8448 R. E. Shewmaker NRC/IE-DEQA 301-492-7432-Li Yang NRC/NRR/DF/SEB 301-492-8963

 )

10-4___J

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Ir ~3 .;

 , f. ATTACHMENT B at _ 'a -l t

i

 . DAYTON BARSPLICE, INC. !

I t

 .L PRESENTATION OF BAR-GRIP SYSTEMS !

TO- .t NUCLEAR REGULATORY COMMITTEE ;

 .. t OCTOBER 1, 1982 -[

10:00 A.M.

 -1. 

Introduction:

Tony. Cave, President !

2. Demonstration: Larry Alcorn, Technician !

Steve Holdsworth, Operations- 1 Manager f i

3. Slide Show:-- Tony Cave [

l

4. Technical Review: Steve Holdsworth !

t

5. General Discussions- h i

h i

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t fh W

 .10-5, sm*M -e--*.g *-=--fae--e. . - ** . . -_ _ _ .

azemmes n

 " Brochure - Bar-Grip Systems," Dayton Barsplice, Inc., Miamisburg, Ohio, 7/81.

i{11-1

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11-2

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f 1D DAYTON BARSPLICE,1NC.11-3

Bar-Grip' Systems-Rebar Get to know Bar-Grip Systems for money-because splicing the Bar- bar and hydraulicaily pushes the mechanical rebar coupling, and Grip way requires less designing inner die toward the outer die in you'll say goodbye forever to and less installation time,less order to deform a segment of the messy, slow-setting mortars and access space, and-since bars do coupler onto the rebar. This proc-complex, temperamentalignition not overlap-less steel. ess is repeated down the length and hot-splicing methods.With Like so many great inve.7tions, of the coupler so that it is com-mechanical couplers to fit all Bar-Grip Systems are surprisingly pletely pressed down and around diameters of ribbed reinforcing simple, providing maximum pro- the ribs and core of the bar.bars, Bar-Grip Systems provide ductivity with a minimum of fuss. No special preparation of the absolutely rigid joints for complete They consist of couplers which bar-ends is required, so ends can structural stability. What's more, are cold-pressed to ribbed rebars be shear cut or flame cut. Plus-when you use Bar-Grip Systems, by means of a portable hydraulic bars can be spliced in any you can save three ways. press and,in certain applications, direction and in any weather.Save space-because Bar-Grip by turning a threaded stud into Even under water.Systems, unlike traditional pre-threaded couplers.methods, require no overlapping of bars. As a result.you can design g g g8 J slimmer structuralmembers be- U F .causeyou need 20%Iessspace to 7 p-completeyoursplicing operations. Couplers :5 -Save steel-again because there' no overlapping of the rebars to make the splices. Often that's a To join bars, a side-action press with a removable die is used. The /-(M' ,. -8 [,,7 di saving in steel of up to 10% of press fits around the coupler and[,f y i eachrebar. gy Drg I Save time-because our mechanicalcold splices are made yG71 fl */y- .; _)j?'j'g 'i ymore quickly than ho:and mortar splices. j :e'gh'-.

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Naturally, then,you can save

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 .h. ' .s f ; _,*S ' $ e .dN b 8' - Cut awey view of .. .- . ser-ortp spiace. -#, ,9 c: ~

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 .+,4 - ,, ,\ t 1901. Caytcr* SarschCg. MC. ,a * ' ; ~} ~ .? , 11-4 -

p' .v 0

e a 3.7/ Day j spha emg the faster, easier way

• Behave like continuous bars. Theresultsof tensiletestsand i

yS4 w hrD@"* u Practical tests on concrete beams reinforced by continuous compression tests carried outby independentlaboratoriesin the Threaded- ears and br ears spiiced ine Bar-Grip way show that the u.S. and eeroed reneetediv snow that reinforcement barsjoined the i Couplers sau ced b-s pammuivani to the continuous bars at service, B-+awav m-impe* -tions of the appropriate agencies.1 yield, and ultimate loads. Time and again, test results confirm thr a ed uI s n e tha1Bar np c s ach e th plica at the fabrication shop or

• Require less transverse 5, j

tdjicent to the jobsite. The rebars reinforcement because the ara coupled by turning our pre- bursting forces produced by the counter-action of lapped bars strengthof thebar.thrraded steel stud into the Our systems have been satis-i threaded couplers, has been eliminated by elimi.) nation of the overlap itself. factorily tested, for norma! and seismic conditions by various M r BSe a Eliminate the need for bent steel at the overlap splice local, state, and national agencies throughout the world, including

-l WH S splices with Bar-Grip couplings.

the Public Works Commission in New Zealand, the Department of j e Ersy-to-installThe Bar-Grip

• Can cut on-site labor costs in Transport, United Kingdom; the System of mechanical rebar half because they can be applied Building Commission in Hong splicing requires very little half in the fabrication shop and Kong; the CSIR in South Africa; i specialized labor. Your own then supplied to the construction the TechnicalInstitute in Sao l workers can be trained in less site for finalinstallation. Paolo, Brazil; and in accordance than an hour. with design codes used in
• Require no heat, powders, or mortars. Applied cold to the {. []r g Australia, Holland, France, Spain, the Middle East, and Central and j

}

bars, couplers are pressed into rigid. permanent splices. In effect.gg ggy,J South America.In the past few years, our, they form one continuous bar. All Bar-Grip Systems meet the systems have met or exceeded e Crn be appiled in any weather following industry specifications: standards in tests by the, c:nditions. There are no ACI-359-ASME Nuclear; ACI-349 University of liiinois, Lehigh! powders to ignite, no hot metals Nuclear Design Code; U.S. Army University, Pittsburgh Testing to protect from the rain, mist, or Corps of Engineers Typical 1.aboratories, New York City dimpness. and no pre-heating Specifict. tion; ACI-318 Building Board of Appeals, the Corps of

; of bars or splices. Code: Canadian Standards Associ. Engineers, various federal, state, ation Nuclear Code, CSA N287.3. and local authorities. They are

• Require no bar end preparation, so ends can be shear-cut or "9 D
• current handbook.

flame-cut. No threading of rebar iIi38 $I 4 [J

 ; Bar-Grip Systemshavebeen i ' or purchase of specially ribbed f I used successfully by many

, birs is necessary. -j contractors, including Massman ie Join standard lengths of steel to H Construction, Turner Construction, j provide extra long bars; join 1

 ;I George Hyman Construction.

cut-offs to provide required 7 Bellows Construction. Southem

! lengths of steel. Can be done in l States Steel. Texas Cold Finished " l the fabncating shop or on-site. .' Steel, F. M. Russell Construction.

I i Haywood Construction.and J. A. Jones Construction.4i iu 1i f3 11-5

Bar-Grip Couplers-strong,1 g* ,-7 Positioning Bar n Coupler

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COUpiOfS u s i For mechanically joining high % - ., 7 .yield ribbed reinforcing bars, sizes b t' ,,,; @ \5 through 18, without overlapping -s or special end preparation, you h'-,want Bar-Grip Couplers- .Il. ^seamless steel sleeves applied qw g g l l

 ,A ; y over rebars on-site with a hand controlled hydraulic press-or P ?

h Qon.w(,.nge;orcouim .

 =

N

 ; " half-spliced" in the fabricating .A J & N y shop. Once complete, this Bar- g Grip splice achieves the specified ultimate tens!!e strength as well a g 2,gg %c =.-

m

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g as the yield strength of the bars .ag themselves, as required by various design codes in the i s

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• United States, as well as v12 inews Bar4 rip
• Coupler throughout the world. x Bar-Grip Couplers eliminate the Minimum Setting Out Dimensions app b s, s abs, (accompanying tables for Bar Grip Couplers) columns, and retaining walls. As a ; i - H = height for bar above concrete result, they cut down significantly PU S = centers of bars on the time requireo for design , ,

 - =

T = centerof rowsof bars detailing. Special octagonal dies r r n r' Xf q. X = height of one row above another increase pressing speed by ( ( y ( e=allowing single line pressing. L h H. , ; - : U = distance of row from structure Better-swaging steel formulations ' '

 -iH -

Note 7 These measurements assume improve strength and rigidity. The result: easy to-install, reliable

2

 ?

d 'the outer die is removed clear of the coupler. Rear bars are splices at very reasonable cost. S T completely spliced first.Single Row Double Row Weights and Access Measurements for Bar-Grip' Couplers Coupler Lengths Retar Bar-Grip Press Nomenal Average Cosofer IWisimum Setting Out Dimenslees Sire Te 8e Used initial Final Weigat H $ T I U in.fmm) in. (mmt Ib. (kg) an. (mm) in.(mm) in. (mm) in. (mm) in. f mmt 5 Sice Press BG750 3%(80) 3%iB6) 0.46 (0.21) 4% (120) 24(70) 4%(115) 6% (165) 6% (160) -6 S.de Press BG750 3% (95) 4(102) 0 85(0.39) 51125) 3175) 4% (120) 71180) 6%(160) 7 Sice Press BG750 4.. (110) 4% (117) f.24(0 56) 5% (135) 3 i75) 5(125) 81200) 6 4 (165) 8 $+ce Press BG750 5(127) 5%(136) 1.81 t0.82) 6(150) 3% (80) 5% (130) 84(220) 6%1165) 8 Sece Press 8G1140 5 (127) 5% 1136) 1.81 to 82) 6h(165) 4% (105) 6 (155) 9%(240) 8% (215) 9 S.ce Press BG1140 5%(140) 6 (152) 2.43(1.10) 7 (175) 4% (105) 6% (160) 10% (250) SS (115) to Sice Press BG1140 6*'.. (160) 64(172) 3.48(1.58) 7% (190) 4%(110) 64i165) 114275) 8 4 1220) 11 Sice Press 8G1140 6% 1175) 74(188) 4 2(2.01) 8% (205) 44(120) 6% (170) 12(300) 8%s220) 14 S.ce Press BG1140 8 "'. 1220) 9%(2", 8 33 t3.78) 94(230) 4%(120 7(175) 14(355) 912251 18 Sece Press BG1157 11% (2981 12% fi24) 19.60 18.89) 12(300) 5% (135) 9 (225) 18% (465) 11 (260) 4 11-6

 .I

i economicabeasy-to-instalt I

 = , allof the hydraulic pressing can be i

(= done ahead of time at the j fabricating shop or on the job site,

 ' Thf8aded **av ' rom th* 5t*- - 7 3 g g The Bar-Grip 1 areaded Coupler consists of two sleeves, each .

g-i threaded at one end and con- @

 %g i'f**l

^The Bar-Grip Threaded Ccupler - nected by a steel stud. The joining 1may be just what you need for special situations,like those of the bars is a two-stage process.First, the unthreaded section /S Cg .I calling for the elimination of of each coupleris cold-pressed ( ,j starter bars-slip-forming, ento the rebar(in thc plant or ;l diaphragm walls, access openings and potential or planned additions.on-site), using either a Bar-Grip Bench Press or a hand-held Bar-

 %('r f.

i 1I Like the Bar-Grip Coupler.it Climinates the need for special threaded bars or threading Grip Press. Second, the two spliced segments are joined with the threaded steel stisd, by turning i equipment. Plus,it eliminates any either the stud or the bar,whichever I on-site access problems because is more appropriate to the situation.i Bar-Grip

• Threaded Coupier i Right/Right Thread Type E Right/Left Thread Type F g,.w g *poM "

b

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i W5 *

 .:w M.w.~

Q asese Lanes as sleeve Lasse of Isas. to of pesar Lanen as sieme Lansa at base.4

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i 5 3*.. (91) 3N (991 14 t44 5) 7% t27) 1 *.. t 30 11 % I23) $ 3+.. i91) 3 4 1991 2* n (58) 8 4 (216) l . . q 30.11 S q23) f 6 4 ' .. ( 113) 4'". 02012"..t52 56 9% 245) 14(362) 19. 127) 6 4'. 013) 4 "".. t 120) 2% f 70) 10% t260) 1 5 436.21 1 .. i27)

; 7 44 025 5% C30) 2% i616 10% t2631 1% I41 2) 1 *.. t 31) 7 4 4 1125) 5% 0 30) 3 4 (80) 11% f 282) 1% e412) I ' .. (31) l 8 5% C40) 54 046) 2'Sa t69 11% i295) 1'*. 446 7) 1% 4351 8 55 040) 54 046) 3*.. (91) 124 1317) I'*. 446 7) 1 4 :35) 9 66. 0 55) 6% O 62) 2'a i73) 12*s t327) 2(51.6) 1%.i37) 9 66,. 0 551 6% i162) 3% i95) 13 4 :350) 2 t$16) 1%. t37) i 10 7'. 1180) 74 090) 3*ni83 5l 15%1384) 2% .458 5) 1"u t 42) 10 7'. 0 80) 74 090) 4% I112) 16% f 412) 2% . 58 5) 18% (42) j 11 7% 0 88) 7s 1991 3'% t 91) 15% 1401) 2% i64 4) I'% .1461 11 7% O 88) 74 099) 4'% 0231 17't :433) 24 t64 4) I'%. e 46) 14 9% i236, 9% t2481 4"'u tit 0) 19% t500) 3% f 78 2) 2N 155) 14 9% (236) 9 4 1248) 5% C46) 21% t536) 34(782) 2% t55)

I 18 12'*..i310) 12%(324158% d45) 25%i653) 4% 0 02.6) 28% i72) 18 12'%.4310) 12% t324) 7% t190) 275 t 698) 4% 0 02.6) 28% s72)Weights and Access Measurements for Bar-Grip' Threaded Couplers Total Minimuss setting Out Dimensions To Be li testalled Weight Used innes Fitted to Steel Altr3dy Placed j Reter Bar4ris Press Single Aeprox. (1We Cousiers)Size 16 8e U:ed Caspier Wt. Stud Wt. and Slud H $ T I U 1 13. (kg.) Ib. (kg.) 15. (kg.) iri. (mmt in. (mm) in. (mm) in. (mmt in. Imm) 5 Side Press SG750 0.6640.3) 0.26 #0.12) 1.58(012) 5% 045) 2% 170) 44 020) 6% 0 70) 6h 050) 6 Side Press BG750 1.14 (0.52) 0.44 to 2) 2120.24) 5% 0 65) 3 175) 4% 0 20) 8 (2001 6% 060) 7 Side Press BG750 1.66 (0 75) 010(0.32) 4.02 0.82) 7% 0 60) 3 (75) 5 025) 8W (215) 6% 0 65)

8 Side Press 8G750 2.34 0.06) 1.0310 47) 5 71(2.59) 7"

090) 3% (80) 5% 0 30) 9%(230) 6% 065) 3 Side Press BG1140 234.106) 1.03 (0.47) 511 e2.59) 8% (215) 4% 0 05) 6 11551 10 (255) 8% (215) l 9 Side Press BG1140 3.34 0.52) 1.23 10.56) 7 91 (3.6) 9% (235) 45 010) 6% 0 60) 10% (27P 8 5 (215) i 11%(300) 841220) 10 Sice Press BG1140 4 97(2.25) 1.83 10.83) 11 77 (5.331 10 (255) di 010) 6't 065) 11 Side Press BG1140 6.24 (2.83) 2.52023) 15.30 (6.94) iub(275) 44 020) 6% 0701 124i315) 8%1220) 14 Sjde Press BGi140 11 92(5 41) 4.18 0.9) 29.02 0212) 104(305) 4% 020) 64 080)170 14r 1355) 94(225) 18 bencn Press 8P3800 26 01 01.8) 9.56 (4 33) 61 59 (27.93) AvailaDie for AcDlicat$n Usirig Bar.Grro 8enen Press l

l 4 11-7

. l l Bar-Grip Systems Presses speed )l jAll Bar-Grip Presses are compact, easy-to-operate, and designed to y,Gyj e ea

• SidfB w PFf5 IU I i j speed up the jointing process, This press is used to attach all bar-Grip splices.

i whether they're used on-site or in Compact, easy-to-operate, and fast, it can apply a ,i the fabricating plant. coupler or threaded coupler in approximately :! Dayton Barsplice can supply all 3 minutes.

. necessary hydraulic pumps and The Bar-Grip Side Press swages the coupler to the

! auxiliary equipment. including end of the reinforcing bar by means of a series of ,I springload balancers to provide side-action " bites." Application speed increases as j l fingertip control of the positioning bar diameters decrease, because smaller diameters j of the press over the sleeves and require shorter sleeves, hence fewer squeezes.i around the bars. Naturally, then, the smaller bar sizes require the y These balancers can be smaller, lighter hydraulic press. The Bar-Grip Side] suspended from the rebar to be Press requires a load balancer or block and-tackle.

spliced or from suitable scaffold i equipment which may be in use for , g m g,,

other functions on the jobsite. , imm, m. iu, i ..immi ..<mmi i Either electric or gasoline 8.7.6.5 coupier and BG750 115 (52) 24(600) 8(205) 4 hydraulic power sources are (25 16) Threaded Coucler 1 available-220 volt single phase 14.11.10.9.8 Coucler and BG1140 207(94) 29(735) 9(222)(43 25) Threnced Coucler or 220-440 volt three phase-or Qualer BG1157 230(105) 34(825) 9(22h regular gasoline,whichever is best $73{ suited to site conditions.1 .! J j Bar Grip

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up pre-fab,on-site swaging Bar-Grip' Bench Press Generally, the Bar-Grip Bench Press is used in the c' ' ]fabrication shop to swage on threaded couplers and - , J *1 af eto half-splice Bar-Grip Couplers so that bars are i

 'j ready for final coupling when they reach the job-site. -[ya * * ] [-

The Bar-Grip Bench Press can also be used a l:.g

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[on-site-where fabricating shop conditions can be provided-to speed up the jointing process. Either gg; @1 4

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1 f[ =way, this press helps you install steel more quickly .f I'!j ,, . ,:3 and to pour concrete sooner. ;,p. 1 ,i ,r ,,Ym'mY a i in mmi e mi .

 . l' YeIe[$ucier ( ) 85) (3801 (2 0) ~ $reYea bucter ( ) (1 5) (1960) (1 ) ,5 (meudes cumo m case of oressi ' h. J ,-j .

Bar-Gripe Bench Press

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j We're Dayton Barsplice, Inc.l -ready to put generations I

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'- We have the best of two worlds.l As a new company founded in .1979, we have the forward-looking! exuberance of youth. At the same

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i time, however, we enjoy the i know-how that comes from the l generations of experience shared b Iby the companies who pooled .their resources and expertise to ,form us-The Dayton Sure-Grip and Shore Company of Dayton, -Chio, U.S.A., and CCL Systems /Ltd.of London and Leeds, England.Dayton Sure-Grip has been making accessories and chemicals _ l for concrete construction for F over 57 years. CCL Systems has been making engineered systems -for prestressing and placing m, concrete for 47 years.We've got everything you,11

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need to put Bar-Grip Systems to g work on your next contract-the D M TUM ' g' li00 Uit >i engineering and technical staff to i help and advise during the design _. -{a ,stage, and the couplers, presses, 1.f [ o i I 3and auxiliary equipment for ) "- 1 installation. )M Best of all, with Bar-Gnp ,. ... .Systems you get everything you is, need for one low price.There are - a no hidden costs of any kind. For ;I further information or a quote on .your next job, call our Engineering )~Sales Department, collect.at .A 1-513-859-1263 Telex: 288 249

y. DAYTON Engineered systerns BARSPLICE,INC.

for concrete reinforcing steel 'P.O. Box 366 Miamisburg, Ohio 45342 (513) 859-12S3 1

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ItEFEREIKE 12 i

i " Operating Manual - Bar-Grip Mechanical Splicing Systems for Reinforcing Bars )! with Hydraulic Press Equipment," Dayton Barsplice, Inc., Miamisburg, Ohio, 'i lW%.i 4O 11 1-1 34 1)i i1 54 4l l1, iI l4 iI 4i 12-1

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DAYTON BABSPLICE, L INC.

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y[ E .. a O BAR-GRIP eL i E1 $ MECHANICAL SPLICING SYSTEMS

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J il }( }) operating! navTon manual! BABSPLICE, l INC.4 BAR-GRIP MECHANICAL SPLICING SYSTEMS FOR REINFORCING BARS WITH HYDRAULIC PRESS EQUIPMENT lDayton Barsplice Inc.621 Richard St.Miamisburg, Ohio 45342 Reply to: P.O. Box 366 Miamisburg, Ohio 45342 U.S.A.Telephone: (513) 859-1263 Telex: 288-249 Ask for Field Service Technician 12-4

1.(introduction The Bar-Grip splicing syster5 is, perhaps, the simplest and most effective method for coupling reinforcing bars up to size No.18 (.57 mm). It is suitable for use on every type of concrete{ structure, and is the result of many years of development.The object of this manualis to provide the user with simple operating instructions to ensure his safety and the making of a good splice with the three types of presses.The concept is simple, but; some basic training is recornmended. Skilled technicians are available to train your personnel on the site or in our plant. This training normally requires one day.IMPORTANT lt is imperative that the press is always( used with a bar and sleeve in position and witn the die located correctly with the pin.Failure to apply this rule will result in extensive damage to the press.i Il{ ,s'/ g.e+ J s

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12-5

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l INDEX Section Page s'P re ss Desc ri pti on . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Bar-G rip Splicing System - Side Press . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 R e l ea s e A g e n t . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 'Dies.......................................................................................3 Equipment Check. Coating of Dies Bar End Check ......................................... 3 S i d e a n d B e nc h P ress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2. 6 D raw P ress. Coatin g o f Sleeves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Se q u en c e of O p erati o n s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Fitting S plice or Coupler O ff Site . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4;Co m pleti on o f S plice O n S ite . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 S plicing Both Bars at One Time . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 P re s s S u p p o rt . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - 6 Die Removal and Replacement ............................................................6 rBar-G rip S plicing Syste m - Ben ch P ress . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 oBar-G rip Splicin g System - Draw Press . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 D i s m a n t li n g D raw P re s s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 M inim u m Setting O ut Dime nsions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 .9 12-6 d

 ~1

I Press Description 3. Bar-Grip Draw Press This press splices the largest diameter bar, GOneral For safety and ease of operation, all Bar-Grip size No.14 and 18. The Draw Press exerts presses should be used with a support such as a hydraulic pressure on two high-tensile steel chain fall or steel cable. All presses can be used half dies, forming the actual splice by a in the shop or on site. Generally, end preparation continuous, longitudinal cold extrusion. It of the bars is not necessary. can splice size No.18 rebarsin 3 minutes.The =press makes splices in one pass or completes a half splice in the structure. Where half

1. Bar-Grip Side Press splicing of size No.18 in the fabrication shop This press is designed for reinforcing bars up is planned - use the Bench Press to swage to size No.14 and can apply a coupler to this the first half of a splice on the bar.

I' size in C minutes. it swages the coupler sleeve to the end of the bar in a series of side-action squeezes. Application speed increases as bar NOTE diameters decreases since the associated When splicing size No.14 bars and shorter sleeves require fewer squeezes. smaller, it is recommenced that half of Therefore, a smaller lighter press can be used the sleeve be pressed onto a loose with smaller diameter bars. reinforcing bar, before locating in the suu e. s enswes enn mme

2. Bar-Grip Bench Press . reliable results and saves time. The bars This press is used primarilyin the fabrication with the half sleeves attached may be set j shop to half splice couplers so bars are ready aside for use in the structure at the for final coupling when they reach tne job site. appropriate time. The splicing is then =

Compact, simple to operate and fast, the led M N htm

 ' Bench Press can handle reinforcement bars, r,izes No. 5 through 18 and can apply up to a size No.11 coupler in two bites, less than 1 The Bar-Grip Splicing Equipmentconsists of the minute. following units (Reference Figure 1): -- ) (3) Hydraulic Pump j \ (4) Chain Fall i (6) Hydraulic j4 h) .h I ' %' (p K _ 'l I 1-(2) Die Set 1 -:P -

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 . _ . 3 (5) Foot Switch j ,1 i i (7) Electrical .

(1) Side Press?Control Lead /.' ;i J JFigure 1 12-7 2l

1 Bar-Grip Splicing System-Side Press Release Agent (Molybdenum

1. Side Hand Press Disulfide) Such as Molycote/Rocol or Hydraulically operated and controlled by switches connected to the pump. Equivalent

2. Die Set Consisting of an inner and outer die which correspond to the diameter of the bar and sleeve.

3. Hydraulic Pump May be electrical or gasoline engine driven.

4. Chain Fall or Cable Support

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k jU Holds the weight of the press to allow both hands free to operate the press for horizontal or vertical bar splicing.

5. Foot or Hand Switch BAR-GRIP Incorporates plug-in control lead.

6. High Pressure Hose The hydraulic hose from the pump to the press and the electricallead from the pump to the switch has a standard length of 15 feet; but, they can be up to 50 feet long if necessary. Contact Dayton Bar Splice Inc. if non-standard lengths are required. Figure 2 f

Dies ole Retatning Pin (In Position) h 1l <

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Die - 7' j Die Retaining Pin v (Removed) I eM Figure 3 tThe can of Bar-Grip release agent (Figure 2) is used with a bar and sleevein position and iused for releasing the dies. It is applied to the with the die located correctly with the pin.dies or sleeve. Failure to apply this rule will result in .The dies for the three different types of presses extensive damage to the press.are supplied to suit a particular size of sleeve and are stamped with a numbercorresponding to the A trial run is recomme'1ded using cut-offs of 'rebar size and press. They are fitted into the reinforcing bars. During the trial, check that the press making sure the die size matches the rebar pressure gauge on the hydraulic pump registers size. Figure 3 shows both dies fitted to the press up to 10.000 psi (700 bar) (bar size No. 5-14 for ,and are die half cutside for clarity. side press and No. 5-18 for bench press. Draw 'E9ulPment Check pr sses are on page 7.) Allgauges arecalibrated ,before shipment. If the pressure gauge shows a IMPORTANT variation greater than 300 psi, contact Dayton It is imperative that the press is always Barsplice Inc.12-8 3

Coating Die With Release Agent location equal to half of the length of the The inner and outer pressing dies must be sleeve as shown in Figure 4.coated with the release agent. The die surfaces 2. With the press supported on a bench or by a l should be cleaned and recoated as necessary to chain fail, the bar is inserted between the dies prevent the sleeve sticking to the die after the and a sleeve is placed over the end of the bar splicing operation. to the mark or wire. The sleeve should be positioned in the press so that the right end o f Bar End Check the die jaws will make the first swage at or The system does not require any special slightlytotheleftof thecenterof thesleeveas treatment to the ends of the bars. An end check shown in Figure 5. This swage is shown in

 = =

Chalk Mark or Wire Tie to Indicate End of Sleeve I- I /ll l' I- -

 -N I Sie e NSquare Cut Rebar Figure 4 is available from the fabricator if required. If Figure 6. The remaining swages on the first shearing " drags" prevent the sleeve from rebar can be completed on the site when the slipping freely onto the bar. flame cut or grind off second rebar is coupled. Measure accurately the " drag". for the first rebar swage. The sleeve should not be swaged beyond the end of the bar in Steps of Operation the sleeve, since this will prevent the second Fitting Splice or Coupler Off Site rebar f rom butting to the first; and, the second

( 1. Place a chalk mark or wire tie on the bar at a rebar will ht e a shorter swage length.

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w -Side Arm ce Side Arrn

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L N N N N N N N N N N N N N N N N N N' MMg_LAE xNNNNN N N NNNNxNNNNw Bar

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3. Activate the pump. Activate the press with if the reinforcement is horizontal, there is a the hand or foot switch. The inner die is possibility that the ends of the bars may not pushed forward by the hydraulic ram untilit be in contact when pressing is started. As a reaches the sleeve. The dies then compress guide, place a chalk mark on the second rebar the sleeve until the maximum operatino the same distance as on the first bar(equalto pressure of 10,000 psi (700 bars) is reacheo. one half sleeve length).

The hydraulic pump will automatically The first bite should be made in the center of release at 10,000 psi. The pump switch should the sleeve. Bites should then be made

! then be released. If, at any time before full progressively out to both ends of the sleeve

! pressure is reached, the operator sees that with 3/32 to 3/16 in. (2 to 5 mm) die overhang j the bar or sleeve have slipped out of beyond the end of the sleeve as shown in ,' alignment; or, if anything becomes trapped in Figure 7. All bites must overlap.the press, the switch should be released and j the ram will react immediately. ;Completion of Half Spilce On Site E" '"I "'* "* **Location of the Bar On-site splicing of both bars at one time can be i

4. If the reinforcement is vertical, the bar with done if desired. Wire tie the lower bar for vertical the half swaged sleeve is located above it and splicing to hold the sleeve as previously lowered until the fixed re, ' forcing bar butts explained. Chalk marks can be used on the bars up to the bar inside the sleeve.The weight of for horizontal splicing. Start in the middle of the the new bar will ensure that the ends of the sleave and work out to one end. Then come back

bars will remain in contact until swaging is and work from the middle toward the other end.

) started. See Figure 8.Last Swage Position

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D Pressed Sleeve lI

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3/32 - 3/16 In. (2-5 mm) Overhang Rebar iFigure 7 Center First Bite dFigure 8 12-10 5

Press Support through the yoke as shown in Figure 9.When pressing the sleeve on site, the press Replacing the die is the reverse of the above should be supported by a chain fall or cable, procedure. After inserting the outer die through which can be suspended from scaffolding or the yoke, it is pushed back away from the other convenient support. This supports the hydraulic ram until it rests snugly in a central w:ight of the press, leaving the hands free to position with its bearing faces properly sup-locate the die accurately. ported by the side arms of the press.The die must be held in position by the pin (See Die Removal and Replacement Figure 3). This pin must be removed before the The outer die (the die remote from the hydraulic die can be extracted and replaced before the ram) must be removed in order to place the press next pressing.In position for on-site splicing. it is then replaced ;to enable the splicing to be performed, after Bar-Grip Splicing System-Bench which it is again removed so that the press can Press be moved to the next reinforcing bar.The half coupling procedure using the Bench To facilitate handling, the die block is fitted with Press is the same as that described for the Side a handle which protrudes from the side of the Press except that the Bench Press is always block. mounted on a bench or other firm flat support. lt To remove the die from the press, the press must is intended primarily for use in the shop. See be clear of the splice. The ou'ter die is removed Figure 10. l iDie Handle (Either Side) Bearing Face g{ 'Side Arm lL 1(1 l

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REFERENCE 13

 " Report on Performance Testing of No. 5 through No.18 Bar-Grip Sleeves for Dayton Barsplice, Inc.," WJE No. 820300Q, Wiss, Janney, Elstner and Asso-ciates, Inc., Northbrook, Illinois, 5/7/82.

{[Note 'Ihis referenced document has not been included here since it has already been included as a part of Reference 1.(f({( l 13-1

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REFERDIG 14 a

, " Interim Report - Camtak and Bar-Grip Sleeve Testing for Dayton Barsplice, Inc.," WJE No. 786490, Wiss, Janney, Elstner and Associates, Inc., Northbrook, Illinois, 9/18/79.

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• 1 S.WISh JAhNN;;rb,. 5.)J. .'.ELNTNER & ASSOC i ,

 .G CONSULTING & RESEARCH E.NGINEERS .

f 330 PRNGSTEN ROAD, NORTHBROOK, ILLINOIS 60062 C -. . ,, 4 ,

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INTERIM REPORT CAMTAE AND BARGRIP W SLEEVE TESTING j-

 -S

5. for J

a DAYTON SARSPLICE. INC.n ne k'JE No. 786490-y, E Secte-ber 13, 1979 is tn.e+r an db A Ss OC ia 1e S.I nC.I WISS, JANNEY, ELSTNER AND ASSOCIATES, INC. -330 Pfingsten Road Northbrook, Illinois 60062 ll 312/272-7400 14 al[ This report refers to the Camtak and Bargrip Sleeve testing which was carried out prior to-and during the formation of DAYTON BARSPLICE, C. INC. In the literature published.by the new company, the products and equipment are referred to as the BAR-GRIP SYSTEMS.In this report, the Bar-Grip sleeves are those sleeves which have been applied to the rebar using a Bar-Grip Side Press, and the sleeves referred te as Camtak sleeves in this report are those Bar-Grip sleeves which have been applied using the Bar-Grip Draw Press.We trust that this note provides you with a clear indication of the name under which the system is marketed, however, if there is any prenlem iden-tifying the system as named in the test report to the product literature, please do not hesitate to contact Dayton Barsplice, Inc.N 14-5

a used. Two. reinforcing bars are inserted an equal length into the sleeve. The sleeve is then extruded ento the two bars by hydraulically drawing a two-piece die set ever the length of the sleeve p?- . The Sargrip Sleeve is also a mechanical method of splicing I

 !. rwo reinforcing bars; however, a pressing operation is used. A I

J a steel sleeve which has an inner diameter larger than the rein-n h forcing bar diameter is used. One reinforcing bar is inserted

 . Y.

,- . halfway into the sleeve. Using a two-piece die set, the sleeve is

1 s hydraulically pressed onto the bar with a series of overlap;ing i

n e pressings. The second reinforcing bar is then inserted into the ra sleeve. Using the die set, the sleeve is hydraulically pressed

'i n d onto the second bar with overlapping pressings, thereby splicing A

1 5 the two bars.1 E .4 c, 5 A detailed description of the tso splicing methods is in-t 1. ; cluded in Appendix 1 to this report.1 e 3'The testing has been conducted under the Ouality Assurance, I{ program developed by L'JE for this proje:t as described in operating j procedure OP-19, iacluded as Appendix 2 to this report.DESCRIPTION OF TESTS AND SPECIMENS The performance testing consisted of a series of statie tests and cyclic tests on each splice type and size. The static testing, which consists of a tensile test on a spliced specimen or unspliced control bar, has been conducted in accordance with ASTM A-370 and the applicable portions of ASTM ES. A load-strain plot.. ultimate load, and permanent elongation at failure have been obtained.i l 14-6 il

i Bar Size Bar Deformation Splice Type No. Manufacturer Pattern< Bargrip Sleeve 10 Armco Cross-hatched Bethlehem Diagonal Border Hori: ental.f

 .Bargrip Sleeve 9 Armco Cross-hatched Bethlehem Disgonal p*. . Border Horizontal-N k

s. Bargrip Sleeve 8 Armco Cross-hatched y j Bethlehem Diagonal i a Border Horizontal

' n nE p b An example of each deformation pattern is shown in Fig. 1. One-E 1 control bar for each of the above deformations and bar si:es was s[ [e subjected to a static test.r I n a Test Recuirements i(d i e .3 .he performance testing has been conducted to determine if the l s L s e splices meet the mechanical cennection requirements of ASME Section III, tf j Div. 2, Case N-165, Building Code Requirements for Reinforced -L t Concrete (ACI 318-77), criteria ter Reinic ced Concrete Nuclear[i Power containment Structures (AC: 349-76), and typical selfce require-n .t ments of the United States Corps of Engineers.l The requirements of these specifications are su= arized below:l ASME Section III, Division 2. Case N-185 -[ ,

 "2.3 Type and Number of Performance Tests "2.3.1 Static Tensile Tests c "Six splice specimens for each reinforcing bar size, and splice ' type to- be used in construction shall be tensile tested

( to failure. For each. size tha reinforcing bars shall have-no less than three deformation patterns. A tensile test on an f unspliced specimen from the same bar used for the spliced . .L speci= ens shall be performed. The average tensile strength of the splices shall not be less than 90* of the average actual/ tensile strength of the reinforcing bars tested nor:.ess than 100% of the specified minimum. tensile strength of the bar.5 e.14-7

a

 ? United' States-Corps'of Engineers. -Typical requirements have- ;

been-taken fro: a par:icular job specifica:1on as follows:

 "S-IS.7.2 But: Splices. - Butt splices shall be used only fer '#14 and flS bars, except where otherwise shown en the dravir.gs ,

and where #11 bars are bu::-spliced to the larger sizes or when !

 . . authorized by :he Contrac:ing Officer. Splices shall be made by .- the thermit process with full penetration bu:t-velds or by an-

- [ approved mechanical butt splicing method utilizing filler metal

t. and an enclosing steel sleeve as herainafter specified. Ther:1: ;

welding shall be restricted to ASTM A 615 (billet steel) and :y a the steel shall have a' sulphur content not exceeding 0.05 percen:j n based upon ladle analysis. Except as provided herein, all E welding shall conform to AWS Standard D12.1. All butt' splices F. shall develop 90 percent of the specified minimum ultimate ,g tensile streng:h of the bars or of the smaller bar in the' case<- of transition splices. Bars shall be cleaned of all oil, grease, 5 dirt, rust, scale and other foreign substances and shall be .F[e flame dried before splicing. Adequate jigs and clamps or other devices shall be provided to support, align and hold the longi-3 -r tudinal cen:erline of the bars to be butt spliced in a straight a line " ,i nd " 8-18.7.2.1.2 qualificattoa Tes:s. - As a condition of approval, 'A the Contractor shall =ske three tast bu:t splices in tha presence s of the Contracting Officer of each of the bar sizes to be spliced t

 $ using the proposed method of solicing. An uasplir.ed bar for each [

i bar size to be butt spliced and the test butt splices shall be ,

j tension' tested to destruction by an approved laboratory. Stress-x s: rain curves shall be furnished for each unspliced and spliced ;t bar tested. Tension tests shall be performed on full cross isection spe:isens in accordance wi:h ASTM ES, using a gage-length I that spans the ex:remities of the veld or sleeve. Certified ,{ repor:s of the tests shall be ruh=itted at the cine of regiesting approval of the splicing procedure."i

"S-18.7.2.4 ...In addition to the strength requirements,.the ,

additional defer =a: ion of #14 and smaller bars due to ' slip or' .other movement vi:hin the splice sleeve shall not exceed 0.015 inches-(unit strain 0.0015 inches / inch) beyond the1 elongation-of an unspliced bar based upon a 10-inch gage length spanning ,the extremities of the sleeve at a s:ress of.30,000 psi. The.additional deformation of #18 bars shall not exceed 0.03 inches l i (unit s: rain 0.003 inches / inch) beyond-the elongation of an !unspliced bar based upon a 10-inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi. :The amount of the additional deformation.shall be determined from- 'the stress-strain curves of the unspliced and. spliced bars tested for the Qualificntion'and-Tension Tests..."-3

 '14-8: > ...ayj+ -. .,f w

e Ireact against pins inserted in various' holes'in the alignment guides, depending en specimen diameter. The DC-LV3T's are installed on iopposite sides of the specimen to average out the effects of curvature.

 . . D'.

1 The extensometer gage length was set at 18 in, for testing of

• 5

s. the No. 18 and No. 14 specimens. The extensometer gage length was J

a set at 10 in. for testing the No. 11, No. 10, No. 9 and No. S spect-n ne mens. For each gage length the extensometer was calibrated in Y.E accordance with WJE Procedures Manual OP-19. The universal test i i

• S machines produce an electrical signal indicating the applied load. l n ,

 'e' Uhile leading the specimens, an autographic load / strain curve r

a was obtained by driving an X-Y plotter with the electrical output ;n ,d of the extensometer and test cachine signals. Discrete data points !A 'sere obtained by monitering the extensemeter and reading the lead of 5 'b ;

 ; the. testing machina. At 2% strain the extensometer was rencved, and '

I !a t the bar was loaded to failute. The load / strain curves <tnd the discrete e ,e r

 ~*

data points are given in the test results section of this report.I i[ The ulitmace load of the specimens was observed with the i strailing needle of the test machine dial on the Riehle Machine and by digital =emory circuitry on the MTS machine. The total elengation at failure was measured using a machinists scale for the spliced specimens across the coupler. The total elongation at failure for the unspliced specimens was determined using the same gage length as the spliced specimen with the failure surface included in the =iddle sthird of the gage length. Elongation measurement was made on both sides of the specimen, and the results were averaged to exclude' the effects of curvature.14-9

 ~

in the specimen. The letters are translated as follows:A - Armco Steel Corp.3'- Bethlehem Steel Corp.C - Border Steel Mills,_inc.

 -l D - Ficrida Steel Corp.

1.J a For example, specimen'18CS-1-SS is a Ca=tak Sleeve splicing ne two No. 18 reinforcing bars. The bars vere manufactured by Sethlehem

 ~

E Y-E Steel Corp. and were subjected to static testing.1 5 The maximum load listed in the tables is.the highest load which t.n e the specimen withstood prior to failure. The mode of failure for ra the spliced specimens is described as coupler break, pull out, or bar nd break.A 5 The failures described as " Coupler Break" exhibited a necking 50 t of the steel sleeve and then a break ir. the sleeve at its center.e a

Fig. 4 shows a specimen which has failed by " Coupler Break", " Pull E

5' Out" cccurred when one of the tvc reirforcing bars was drawn cut of.I

 $ the sleave. An example of this is shown in Fig. 5. Failures des-cribed as "Bar Break" indicate that the specimen' failed by fracturing of the reinforcing bar outside of the coupler,.as shown in-Fig.-6.

Load / strain curves are given in Figs. 7 through 27. Certain of the stress strain curves for the spliced specimens do not extend out to two percent strain in the coupler. However. the strain in the reinforcing bar being spliced exceed cuo percent strain. The permanent elongation at failure of the splices was just slightly more

 ~ . , 1 than two percent in many cases. To have left the extensemeter or.;

i

 +

l 14-10 LL . 1 _ _ _

f AS!E Section III. Division 2,' Case N-135 L-The svaged splice require =ents of ASb2 Snetion III, Division 2 Case N-155 are that:-

 $ 1. The: ensile streng:h of each individual splice specimen 1 !. shall be not-less than 125 percent of the specified mini-(- *Ja mus yield s:rength of the bar, n

n e .F. 125 percent of 60,000 psi tines the-nominal reinforcing ri Sbar area is given in the table below:t n , e

 'd Bar Size A s(in-)' 1.25 x 'y x A s(kip).

y j #18 4.00 300 i91- 2.25 169 ss #11 1.56 117 uf #10 1.27 95 a[ #9 1.00 75 t.

 #5 .79 E*

n c.Each of the splices tested had a tensile s:reng:h in excess of the streng:h listed in-the table above.h

2. 90 percent cf the average tensile strength of the control bars tested, and 100 percent of the specified minimum tensile strength are listed in the table below:

g- ,14 - .

q GACI 318-77 The mechanical splice requirement of ACI 318-77.for tensile 4:splices 1s that the splice' develop.at least 125 percent of g- specified yield strength of the bar. 125 percent times'60,000 psi' i s - times the nominal reinforcing bar area is given in the table'. s.J below:4 a , , g h, Bar Site A,(in')- 1.25 x y x A,'(kip) e F.g .#18 4.00 300 is #14 2.25 169 tl i

 #11 1.56 117 a #10 1.27 95 e

n d #9 1.00 75 r ~g s #8 .79 59 sn C -Each of the splices tested had an ulti=ste s:rength in excess of the 7 {t e strengths listed above.1 s.1 .n C.i i

 'i 14-12 I

_E__.______ - -

I The strain in'the Cam:ak Sleeve splicing the #14 bar with a heri:en:al defor ation pat:ern exceeds the reinforcing bar strain by

 =cre :han-50 percen:; therefore, s:aggering of the spliess will be required in applications where a bar vi:h this defor=ation pa: tern l

W-

 . has a design stress greater than .5 x 'y. .The s: rain in :he 1

S. -

s. re=ainder of the Ca=tak Sleeves snlicing the'#14 bars is less than 1

 'a 1.5 times the strain in its corresponding unspliced con:rol bar.

n n

 .e. The strain in each of the Barsplice Sleeves was less than g 1.5 :tnes the strain in the unspliced bars. Therefore, staggering-1 5 of the Barsplice Sleeves in not required-by ACI 349-76.

t ni e t3 Dd A5 i S i 0 ia ti e i 5.I nC l14-13

7-SMt.m' M:D CO?;C'.USIONS Eigh:een (ib) Cam:ak Sleeves, fer:y-five (1.5) Eargrip. Sleeves, and eighteen (IS) Centrol Sars-vere :es:ed to de:er=ine conformance with the requirements of AS E See:1cn!!! .Divisien 2, Case N-185, f ACI 315-77, ACI 349-76, and typical requiremen: of :he United 5:stes s.y Corps of Engineers.a The splices met these requirements. The No. 18 Cantak Sleeves{e F. and the No. 14 Ca=tak Sleeves wi:h a horizon:al deforms: ion pa::ern Ej will require staggering of the' splices for designs governed by[ ACI 349-76.e.Respectfully submit:ed, a-

 'h WISS, JrC;EY, ELST:*ER X;D ASSOCIATES, INC. .- ,n '4 s / ,

y'

 ? ' 2d./n/-eM .r.% (-

{ ('

 ; Jack P.M:fichec a _ / Project Engineer I

l(i,,w a JL F. Wiss r Project Manager Reviewed by ohn M. Hanson, Presiden:O

 , I,/

Reviewed by e D$d ./) 'M Thomas J.-Rdwe, QA Manager JPS/JFIhd

 ..14-14

 ,. .n ~ ~ m v m. m. - ~

l iI lTAR,l..E ho. 3 - STATIC TF.ST RESUI.TS

 ~ #_14 BAR - 1.ARCRIP St.EEVE Deformation lia r.i mum ifode of Strain at Strain at Total r.lonr.at ion Specimen lattern Load (kipj l'a l l o r e .5y I y .9x I y at rallure 14B5-1-58 Dingunal 225.8 Coupler Break .000835 .00150 .028 14RS-2-SS Dia r.onen t 243.8 Coupler Break .000946 .00178 .048 1485-3-58 Diagonal 245.0 Bar Break .001000 .00161 .025 i 14B5-4-55 Dlagonst 223.3 Coupler break 000891 .00161 020' 14RS-5-SC llorizontal 235.8 Mar Break .000391 .00178 .030 8 14BS-7-SA Crescent 223.3 Bar Break .000779 00178 .021t 14U-10-55 Dlagonal 248.5 Bar Tracture .000988 .00181 .320 14U-12-SC llorizontal 244.5 Bar Fractuae -001030 .00187 .169 '

E'i,

 , 14U-ll-SA Crescent 223.5 Bar Fracture .001020 .00185 .165 I -u j U Y- t*- *. e: Specimens rarked 14U are unnpliced t.ontroi l>ars. 'f Tant.E HG. 4 - STATIC TEST RESul.TS

• 1 #11 BAR - EARGRir SI.EEVE Def orenation - tia x i r== Ilode of Strain at Strain at Total 1;lant.ation Spect=co Pattern I.ond_(k t ps ) -

Iallone. .5 x I, .9 x I, at rallure l'! 1185-1-S8 Dlagonal 160.5 Coupler.3reak .000792 .001580 .030-l .1155-2-S8 Dlagonal 162.5 Coupler arcak .000624 .091250 .034!: 11hS-5-SC llo rizontal 160.0 couples arcak .000753 001690 .050 l

 !!BS-6-SC llorizontal 160.3 Coupler 'treak .000396 .000892 .040 l -lIRS-7-SA Cronn llatclied .150.5 Mar Mrcatt 000638 .002239 .049 ilBS-8-SA Cross ll.itclied 149.5 Full Out 000812 002110

• 11U-10-S5 plagun.il 16N.1 Bar Fractur- .00t1892 001880 .I23

, I lll-l l-SC llor i zon t a l .' 161.8 Bar' Fracture 000900 001690 .157 l IlU-12-SA Cross ilatrlieel -151.0 Bar Ft. ort ura 000351 .001710 X

 . Note: Specimens markeel 11U are unsplircel cont rol liarts.

• No clungation at failure is avallalite due to Intr pul!!ng out of c.oupler.

I Total clongation at f ailus e iloc s put contain E lia failure r.urface.X'.Bar.hroke at Jaw.

 . - . . . . . - - . -. ~. . -...- - - - - . ~_... . ,i 1

TA'll.E NO. 7 - STATIC TEST RESUI.TS n nan - nAncalr;:.rrve

 . De f oretation % simun Ifode of Strain at Strain at Total r.lonr.a t j o.i Specimen Iy at l'apitr e Pattern .__ I.o a dj k,a p s_) t a l lii_r e .5 .w. .9x) 885-1-SB ~

i~ ' Diagonal 84.9 Bar Break 000624 .00137 .075t 88S-2-55 Diagonal 34.1 .Rsr Break 000773 .00191 .02RI 885-4-SC Horizontal 83,2 Bar Breat 000535 .00127 .029t 8BS-5-SC Horizontal 818 liar Break 000634 00145' .068

 .8RS-7-SA Cross llatched 81.1 -Bar urtak 000604 .00149 .0/9t.

8BS-8-SA Cross llatched b3.1 Bar Break .000882- 00226 .030t 8U-10-SR ' Diagonal 84.0 Bar. Fracture 000911 .00180 1 .357 8U-!!-SC Horizontal R2.5 Bar.trdcture 000812 .00369 .357 H y ., '8U-12-SA - Cross 114tche.I 82.6 Bir Fractiere 000H62 .00174 .300 8 . to b':

 'j* ' Note Specimens marked 80'are unspliced contros. hare.

t Total elongation at failure does not include failure surface.i-a e

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l 14-17

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_ A,_ . j ti Cross-hatched Deformation Pattern s iFlorida Steel Corp. !4 14 i J

 ?

I iI il Fig. 1 (continued) - Deformation Patterns 14-18

 ,s -

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(

 / ,, S?E IIAEN s '

CL AM Pt NG SPRING 3 ,

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 ~ ALIGNMENT? GUlOES \ . 's I }

LEAOS TERMINAL BLOCK( .W.J.E. EXTENSOMETER

 . Figure 3 h -2S-14 . .

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ww;

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s . . -:m ..g. .w m..m. .--r s*,iap,,;. ,w m. n.pfMwash, w.= e9 sc.t :is ww.4p. y

 +mw .M ' W BM $<k@f5)~I$N q;1?- 2CN 4:e= k * $)iMN'h M,2> N k[DENNI Grrk'?4MQS-Cr:e ..r.N'Nb. h W.- h. W;.5Y Y, y.y h *-A, A k h. 5 p.s. .a ' ^.$.'.W. 7 -. <, k,.9.k.e ~$NY$

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_ _ ...-c ~ . g--N_w-Fig. 6 - Specimen which has failed by fracture of the reinforcing bar .

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p,.._. w, . ,..u me o __ . .._ . ._ . .v m. - ._I d4 kI}1^es 4 iH d)?l 14-21 r

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i Wiss Janney. Elsiner and Associates. Inc.I. SCOPE This manual has'been prepared to describe the procedures and

The testing is conducted to evaluate three splicing systems -the Cantak Sleeve, 3argrip Sleeve, and Bargrip Coupler'- for conformance with the mechanical connection require =ents of ASME Section 115, Division 2. Case N-ISS; Building Code Requirements for Reinforced Concrete, ACI 316-77; Criteria for Reinforced Concrete Nuclear Power Containment Structures, ACI 3!.9-76; and special require =ents of U. S. Corps of Engineers.A series of static and cyclic tests is to be conducted on both spliced test specimens and unspliced control reinforcing bars ef sizes from No. S to No. IS. A schedule of the mechanical tests to be performed in the two phase program is given in Table 1 (Page 12 of 15) .II. MEASURIME';T EOUIPMENT: EXTENSOMETER Continuous analog-ar.d digital elongation data vill-be obtained by use of the specially fabricated extensometer. The variable gage instrument is capable of monitoring axial deformations to .001 in, over gage lengths of S to 30 in. The extensometer consists of'two DC --LVDT's (Direct Current - Linear Variable Differential Transformers) mounted in a spring-loaded extendible frame. The frame is held in' place on the test specimen by spring force through adjustable knife edge grips'.- Generated EFFECTIVE DATE: .:!une'1, 1979 REVISION: O Page 2 of 15 -14-22

Wiss, Janney. Elstner and Associates. Inc.

sure that the knife edges are firmly seated in the circumferential grooves of the gage collars.

S. Incrimentally position the extensometer from 0 to .500 in.in .05 in. steps by observing the dial indicator. At each stage, record the output voltage displayed on the digital voltmeter. Repeat the procedure from .500 in. to 0 in.Record all data on modified 'a'JE Form 203 (See Page 15 of 15 ).

the differential voltage values ov'er the entire _.500.in.range. Multiply the average value by 20'to obtain the calibration constant in units of volts per inch. Record all calculations on the data sheet.III. E ASUREMENT EOUIPMENT: PLOTTER To set'the range of-the X-Y autographic. recorder, the'following procedure shall be used: .

REVISION: O Page 4 of.151 23-

J Wiss. Janney. Elstner and Asso:iates. Inc.

control, position the pen at the origin of the axis.

 " Vernier" centrol to position pen at desired point on graph.

IV. IDENTIFICATION OF SPECIMENS ]Each shipment of spliced and unspliced specimens is accompanied

 }

by appropriate mill reports and manuf acturing identification. All reports are reviewed by the k'JE Project Engineer and placed in the project file.All specimens are uniquely numbered utili:ing a coding system.which provides information concerning splice type, bar size, bar manu-facturer, and sample number. 'The first two numerals of the identification number represent the site of the bar. Letters following the leading-numerals indicated the splice type or control specimen. "CS" represents

 -]

Camtak Sleeve; "BS" represents Bargrip Sleeve; "BC" represents Bargrip.

 ~

Coupler; "U" represents an unspliced control bar. The middle numeral ,indicates the sequential specimen number within a given test. series. The.next letter identification, S_"or "C", indicates static or cyclic _ loadL i-

 ]

0- Page 6_of 15-EFFECTIVE DATE: June 1,11979 ' REVISION:

 ]

i 14-24-

 ^ -~

rw+ e-

Wiss Janney. Elstnes and Asso:iates fnt.(-testing of spliced and unspliced specimens:( 1. Unspliced bar specimens shall be marked on opposite longitudinal ribs with a scribe or punch at intervals{of 8/3 in. over the entire length of the sample, less(- the grip length.

l bar diameter from the end 'of each coupler. An initial gage length shall be measured and[~recorded in the appropriate space of the data sheets.

{minimum 7 in. engaged in each grip. The extensometer f shall be secured to the bar at mid-heighth. Care should be exercised to assure that the spring loaded knife edges of the extensometer are properly positioned over a bar rib or deformation.

{ nominal bar areas and yield strengths at each of the following stress levels:[

 .25 y f

( .50 y o

 .60 'y

[. .90 fy 2% Elongation -Values shall be filled in the appropriate spaces on the:r data forms.(.EFFECTIVE DATE: June 1, 1979 REVISION: 0 ~ Page' 8 of 15 -(14-25

e e Wiss Janney. Elsiner and Asso:iates. Inc.

 )

J BAE SIZE MACHINE RANGE MIN. RATE MAX. RATE

 #S 100 .08 .79 ] '#7 100 .06 .60 #6 50 k .09 .88 ']

k

 #5 50 .06 .62

continually applied until failure occurs. The failure

 -]

load and type of fracture shall be recorded on the data sheet, f

 ~ -Page 10'of'15- ~

[' '

 . _ _ --. - _ =

l lI il TABLE 1 SCHEDULE OF "fECHANICAL SPLICE TESTS Type of-Tension Test Bar Type of Splice _Tension Cvelic_l Phase Size or Coupler Coupled Bar Oniv Cousled

! I 14 Camtak Sleeve 6 3 3 i I 14 Bargrip Sleeve 6 3 3 I 'll Bargrip Sleeve 6- 3 3 l I 10 Bargrip Sleeve 6 3 3 i I '9 Bargrip Sleeve 6 3 3! I 8- Bargrip Sleeve 6 3 3 l 1 11 Bargrip Coupler 6 3 3 1 10 Bargrip Coupler 6 3 3-! I 9 Bargrip Coupler 6 3 3 I 8 Bargrip Coupler 6 3 3.II 18 Bargrip Coupler 6 3 3 II la Bargrip Coupler 6 3 3 II 7 ,Bargrip Coupler 6 3 3 II 6 Bargrip Coupler 6 3 3 II 5 Bargrip Coupler 6 3 3 II 7 Bargrip Sleeve 6 3 3 II 6 Bargrip= Sleeve 6 3- 3 II 5 Bargrip Sleeve 6 3 3 ll-i li i

 .I l

EFFECTIVE DATE: ' June 1, 1979 REVISION: O Page'12 of 15:--14-27

Wiss, Janney. Elsiner and Associates. Inc.PERFORF.M;CE TESTING OF TENSILE REBAR SPLICES - 78649Q.; CYCLIC TEST No. 14 and No. 18 Bars

 ! l SPECIMEN NO. BAR FakK i

i COUPLER TYPE COL 7LER LENGTH in. ,i CAMTAR SLEEVE BARORIP SLEEVE BARGRIP COUPLER ,L7; SPLICED BAR I i i

 ' )

i DEFORMATION PATTERN CRESCENT (ARAMCO)DIAGONAL (BETHLEHEM)HORIZONTAL (BORDER) !CYCLIC TEST LTPER LOAD LIMIT (.9 fy) lbs >l LO'n'IR LOAD LIMIT (.05 fy) _ lbs LOAD RATE NUM3ER OF CYCLES TIME STARTED 4TIME COMPLETED gCods!ENTS 'i lI

 . l l

l-I TESTED BY DATE REVIE'n' BY DATE !L l.EFFECTIVE DATE: June 1, 1979 REVISION: O PAGE l' of 15 -l 14-28

i iREFERSOCE 15 "Bar-Grip Systems Test Report - Summary of Test Results for Bar-Grip Plain Couplers," Dayton Barsplice, Inc., Undated (Note - This is a reissued version 1 of " Report on Bar-Grip Plain Coupler Testing for Dayton Barsplice, Inc.," WJE j Nos. 786490 and 81530Q, Wiss, Janney, Elstner and Associates, Inc., North-brook, Illinois, Undated.k lI'i 1i iq D-1_)

J 1J J

 ]

J JJ

 '1his page is intentionally blank, l

t Il 1i ii l15-2 C _ _ __ __ _ _ _ -

l l i l 1BAR-GEIP SYSTEMS lTEST BEPORT ll ib.

OF TEST RESULTS FOR BAR-GRIP PLAIN COUPLERS 1}I iI J 'i l!j igDAYTON BARSPLICE,INC.

 = = = = = = =

TELEPHONE (513) 8591263 I 15-3 l

 . . - . - . . _ - - - - - . . . . - . . . . - - - - - - . . ~ . . - . . - - - - . . - - - . . - . . - . ~ . - . - . - . - _ - . . - . .. . . - - j +

a l^

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4

 . D I .a w

l lJ il REPORT ON 1

 ] 'ARGRIP PLAIN COUPLE .

TESTING- ]

 , J for _

DAYTON BARSPLICE, INC. .WJE Nos. 786/69Q and 815300 a1 si I.e4 i

 .) ~) .J 15-4 j ?.

3

 . -3 1- 'l

REPORT ON BARGRIP PLAIN COUPLER TESTING J for DAYTON BARSPLICE, INC.WJE Nos. 78649Q and 81530Q INTRODUCTION A series of performance tests of tensile reinforcing bar splices( has been conducted for Dayton Barsplice, Inc., by Wiss, Janney Elstner y and Asso:iates. Inc. (WJE) to evaluate them for conformance with ASME Section III, Division 2. ACI 318-77. ACI 349-76, and typical splice requirements of the United States Corps of Engineers.Tests have been performed on Bargrip Sleeve, which is a mechanical method of splicing two reinforcing bars using a pressing operation. A steel sleeve which has an inner diameter larger than the reinforcing bar diameter is used. One reinforcing bar is inserted half-way into the sleeve. Using a two-piece die set, the sleeve is hydraulically pressed onto the bar with a series of overlapping pressings. The second rein-forcing bar is then inserted into the sleeve. Using the die set, the{sleeve is hydraulically pressed onto the second bar with overlapping (lpressings, thereby splicing the two bars.The testing has been conducted under the Quality Assurance Program developed by WJE for this project as described in operating procedure OP-19.1 15-5{.

(DESCRIPTION OF TESTS AND SPECIMENS The performance testing consisted of nine static tests and three cyclic tests on each splice size. The static testing, which consists of a tensile test on a spliced specimen or unspliced control bar, has been conducted in accordance with ASTM A 370 and the applicable portions-of ASTM ES. A load-strain plot, ultiu: ate load, and permanent elongation at failure have been obtained..Cyclic testing consists of applying 100 cycles of load, varying from 5 percent of specified reinforcing bar yield, to 90 percent of speci-fied reinforci; bar yield. Following the 100 cycles, each specimen was loaded to failure.ASTM A 615 Grade 60 reinforcing bars have been used.in the testing program. These bars have a minimum.specified yield strength of 60 kai and a minimum specified tensile strength of 90 ksi. The reinforcing bars were supplied by four steel mills:Armco Steel Corp. (Marion Works) 1 Bethlehem Steel Corp. (Steelton Plant). Border Steel Mills, Inc.Florita Steel Corp.We bars were spliced.by Dayton Barsplice, Inc. at their plant in Dayton, Ohio. The spliced bars, along with the unspliced control bars, were shipped to the WJE laboratory for testing.The testing which is described in this report includes the following splice sizes:, Bar Size Bar Deformation INo. Manufacturer ' Pattern 18 Armco Crescent Bethlehem Diagonal l-Florida- Cross-Hatched 2-15-6

B!I Bar Size Bar Deformation I No.5 through 14 Manufactural Armco Pattern Crescent

'E One control bar for each of the above deformations and bar sizes was

Test Requirements The perfor?ance testing has been conducted to determine if the splices meet the mechanical connection requirements of American Society of Mechanical lE Engineers' " Code for Concrete Reactor Vessels and Containments" (ASME Sec-tion III, Division 2), American Concrete Institute's " Building Code Require-ments for Reinforced Concrete" (ACI 318-77), ACI's Criteria for Reinforced Concrete Nuclear Power Containment Structures (ACI 349-76), and typical splice requirements of the United States Corps of Engineers.The requirements of these specifications are summarized below:

, ASME Section III, Division 2 "CC-4333.2.3 Type and Number of Performance Tests "(a) Static Tensile Tests "Six splice specimens for each reinforcing bar size, and splice type to be used in construction shall be tensile tested to failure using the loading rate set forth in SA-370. For swaged splices, three different deformation patterns shall be used for each bar size tested . . . "A tensile test on an unspliced specimen frota the same bar used for

+the splice specimens shall be performed to establish actual tensile strength.

 "The average tensile strength of the . splice shall not be less than 90 percent of the actual tensile strength of the reinforcint' bar i

{15-7 I

 -being tested, nor less than 100 percent of the specified minimum tensile strangth. The tensile strength of an individual splice system shall not be less than 125 percent of the specified minimum yield strength of the spliced bar. Each individual test report on both the spliced and unspliced specimens shall include at.least the following information:

(1)-tensile strength; .)(2) total elongation; (3) load-extension curve to a minimua of 2 percent strain.l "The gage lengt,h of each pair of spliced and unspliced specimens f shall be the same, and equal to the length of the splice sleeve, plus not less than one bar diameter nor more than three bar diameters at each end...-l

 "(b) Cyclic Tensile Tests "Three specimens of the bar-to-bar splice for each reinforcing bar i

size (and grade for taper threaded splices and threaded splices in thread deformed reinforcing bar) and splice type to be used in construction shall be subjected to a low cycle tensile _ test. Each specimen shall withstand 100 cycles of stress variation from 3 percent to 90 percent of the speci-fled minimum yield strength of the reinforcing bar. 'One cycle is defined as an increase from the lower load to the higher load and return.'.'ACI 318 "12.15.3.4 - A full mechanical connection shall develop in tension or comprassion, as required, at-least 125 percent of-specified yield 4 strength fy of the bar." ,i i=l ACI 349 p ~L "7.5.5_- Welded splices or other positive connections may be used.~! Positive connections shall be' staggered if the strain measured over'the l

I I full length of connector (at 0.9 yield) exceeds that of an unspliced bar by more chan 50 percent and if the maximum computed design load stress in the bar equals or exceeds 0.5fy . If staggered splices are required, no more than one-half of the bers shall be spliced in one plane normal to the bars and splices shall be staggered at least 36 in."I "7.5.5.2 - Full positive connections shall develop in tension or compression, as required, at least 125 percent of the specified yield strength of the bar."I United States Corps of Engineers - Typical requirements have been taken from a particular job specification as follows:

 "8-18.7.2 Butt Splices - Butt splices shall be used only for #14 and #18 bars, except where otherwise shown on the drawings and where #11 bars are butt-spliced to the larger sizes or when authorized by the Con-tracting Officer. Splices shall be made by the thermit process with full penetration butt welds or by an approved mechanical butt splicing method utilizing filler metal and an enclosing steel sleeve as hereinafter specified. Thermit welding shall be restricted to ASTM A 615 (billet steel),

and the steel shall have a sulphur content not exceeding 0.05 percent based upon ladle analysis. Except as provided herein, all welding shall conform to AWS Standard D12.1. All butt splices shall develop 90 percent of the ,specified minimum ultimate tensile strength of the bars or of the smaller bar in the case of transition splices. Bars shall be cleaned of all oil, grease, dirt, rust, scale and other foreign substances and shall be flame dried before splicing. Adequate jigs and clamps or other devices shall I be provided to support, align and hold the longitudinal centerline of the bars to be butt spliced in a straight line."15-9 I

 "8-18.7.2.1.2 Qualification Tests. - As a condition'of approval, the Contractor shall make three test bute splices in the presence of the Contracting Officer of each of the bar sizes to be spliced using the proposed method of splicing. An unspliced bar for each bar size to be butt spliced and the test butt splices shall be tension' tested to des-truction by an approved laboratory. Stress-strain curves shall be furnished )

for each unspliced and spliced bar tested. Tension tests shall be per-formed on full cross section specimens in accordance with ASTM E8, using a gage length that spans the extremities of the weld or sleeve. Certified reports of the tests shall be submitted at the time of requesting approval of the splicing procedure."

 "8-18.7.2.4 ... In addition to the strength requirements, the additional deformation of #14 and smaller bars due to slip or other move-ment within the splice sleeve shall not exceed 0.015 inches (unit strain 0.0015 inches / inch) beyond the elongation of an unspliced bar based upon a 10-inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi. The additional deformation of #18 bars shall'not exceed 0.03 inches (unit strain 0.003 inches / inch) beyond the elongation of an.

unspliced bar based upon a 10-inch gage length spanning the extremities of the sleeve at a stress of 30,000 psi. The amount of the additional deformation shall be determined from the stress-strain curves of the unspliced and' spliced bars tested for the Qualification and Tension Tests..."'

 '15-10 -- -_______.-_______-_________-_.._________=_

J i-TEST PROCEDURE iI ll The tensile performance tests were conducted in accordance with the recommendations of ASTM A 370-77, ASTM ES-77a, and ASME Section III, Division 2. Paragraph CC-4333.2.3 (previously case N-185). No. 18 specimens were tested on a Tinius Olsen 1,200,000 lbs. hydraulic univer .sal testing machine using stress rate control. No. 14 and smaller bars were tested on a Riehle 500,000 lbs. hydraulic universal testing machine Iusing stress rate control.l Static Testina Prior to loading the specimens, punch marks were placed on the speci-mens. Four punch marks were placed on the spliced specimens. Two marks on opposite sides of the bar were placed at either end of the coupler.The distance between these marks was measured using dividers andla machinist's scale. The unspliced bar was marked with a series of punch marks on oppo- [site sides along the length of the bar. This established a series of :overlapping gage lengths with the middle third of each sage length clearly-defined.The specimen was inserted between the grips of the testing machine.-and an extensometer was attached to the specimen. The extensometer consists of two DC-LVDT's mounted in a spring-loaded extendable frame.This extensometer can be installed and removed while a. specimen is in -i(.i . the grips of the machine. The knife edges which grip the specimen are. >clamped on by a spring force so that reduction of specimen area'during -I ..- ~j; testing will not cause slippage. :The springs react against pins inserted-l-I in various holes in the alignment guides,' depending on specimen diameter.-l .L The DC-LVDT's are installed on opposite sides of the specimon'to average! V t-

 '15-11' I

h v -

 ,, - - - E- , ,~-M ,,.r- rA - - +y, ,-- e- -- ,- +w+

[I i ,I out the ef fects of curvature.A variable extensometer gage length was used depending on the splice size as follows:Splice Size Extensometer Gage Length (in.)No. 18 24 No. 14 18 No. 11, 10, 9, 8 10 No. 7, 6 8 No. 5 6 For each g Te length the extensometer was calabrated in accordance with WJE Procedures Manual OP-19. The universal test machines produce an electrical signal indicating the applied load.While loading the specimens, an autographic load / strain curve was obtained by driving an X-Y plotter with the electrical output of'the extensometer and test machine signals. Discrete' data points were obtained by monitoring the extensometer and reading the load of'the testing machine.At 2% strain the extensometer was removed, and the bar was loaded to failure. The load / strain curves and the discrete data points are given in the test results section of this report. ..The ultimate load of the specimens was observed with- the trailing needle of the test machine dial. The total elongation at failure was measured using a machinists scale for the spliced specimens across the coupler. The total elongation at failure for the unspliced specimens was determined using the same gage length as the spliced specimen with-the failure surface included in the middle third of the gage length. Elonga- (tion measurement was made on both sides of the specimen, and the.results-were averaged to exclude-the effects of curvature.

 .15-12 )

Cyclic Testing The cyclic tests were conducted by applying alternating loads to a lspliced specimen from one of each deformation pattern. The tensile load was varied from 5 percent of specified yield (60 ksi) to 90 percent of Lthe specified yield. One hundred cycles of this load were applied. Both during the cycling and after, the specimens were observed for slippage or other distress in the coupler. After completion of the cycling, the specimens were loaded to failure. The maximum load obtained in the cycled specimens is presented in the test results section of this report.l." TEST RESULTS Static Test Results of the static tensile tests are presented in Tables 1 through l

The next pair of letters indicates the type of test and bar manufac-{ turer. The first S or C, indicates static or cyclic testing, respectively.The second represents the steel mill which manufactured the reinforcing bar used in the specimen. The letters are translated as follows:A - Armco Steel Corp.l B - Bethlehem Steel Corp.C - Border Steel Mills, Inc.I D - Florida Steel Corp.l 15-13 !i l _ - - - - - - - - - - - _ - - - _ - -- - 1

 .L The maximum load listed in the tables is the highest load which - the specimen withstood prior to failure. The mode of failurs for the L

spliced specimens is described as coupler break, pull out, or bar break.The failures described as " Coupler Break" exhibited a necking of the steel sleeve and then a break in the sleeve at its center. " Pull-Out" occurred when one of the two reinforcinF bars was drawn out of the sleeve.Failures described as "Bar Break" indicate that the specimen failed by fracturing of the reinforcing bar outside of the coupler.Cvelic Test Each of the spliced specimens listed in Table 10 was given 100 cycles of tensile load varying from 5 percent of yield to 90 percent of yield.None of the specimens exhibited distress as a result of the cyclic loading.The maxi. mum load developed by the splices is shown in Table 10.DISCUSSION The test results ara discussed in four separate sections. Each one of these sections corresponds to the splice requirements of ASME Section III, Division 2. ACI 318-77, ACI 349-76, and typical requirements of the United States Corps of Engineers.

 'l 15-14 l - _ - _ - - - - - _ - - - - - . _ _ - - - - . - - - . - - - - - - - . - . - - - _ - -- - a

1 ASME Section III, Division 2 .;The swaged splice requirements of ASME Section III, Division 2, i'are that:

125 percent of 60,000 psi cimes the nominal reinforcing^bar area is given in the table below:Bar Size Ag (in2) 1.25 x fy x As(kip)

 #18 4.00 300 i #14 2.25 169 j #11 1.56 117

~

 #10 1.27 95 #9 1.00 75

. #7 .60 45

 #6 .44 33

] #5 .31 23 Each of the splices tested had a tensile strength in excess of the strength listed in the table above.I

9 e

Average Tensile 90% of Average .Specified Minimum Coupler Strength of Spliced Tensile Strength of Tensile Strength of Size Specimens (kip) Control Bars (kip) Control Bars (kip)No. 18 413.0 383.3 360.0 No. 14 232.8 214.9 202.5 No. 11 157.2 144.3 140.0 No. 10 132.5 120.2 114.0 No. 9 106.0 101.0 90.0 No. 8 83.7 74.7 71.0 No. 7 63.0 57.2 54.0 No. 6 48.0 43.0 39.6 No. 5 34.0 29.9 27.9 As shown in the Table above, the average tensile strength of the splices tested exceeds both the specified tensile strength and 90 percent of the average actual tensile strength of the control bars.15-16 i_________-__--_A

?ACI 318-77' The mechanical splice requirement of ACI 318-77 for tensile splices is that the splice develop at least 125 percent of specified yield strength of the bar. 125 percent times 60,000 psi times the nominal reinforcing bar area is given in the table below: ,Bar Size A_(in2) 125 x fy x A.(kip)No. 18 4.00 300 No. 14 2.25 169 No. 11 1.56 117 No. 10 1.27 95 No. 9 1.00 75 No. 8 .79 59 No. 7 .60 45 No. 6 .44 33 No. 5 .31 23 Each of the splices tested had an ultimate strength in excess of the strengths listed above.i 15-17

ACI 349-76 The mechanical splice requirements of ACI 349-76 for tensile splices is that the splice develop at least 125 percent of the specified yield strength of the bar.- If the strain measured over the full length of the connector at 90 percent of yield exceeds the strain of an unspliced bar by more than 50 percent, then the splices are required to be staggered for bars which are loaded to a design stress in excess of 50 percent of yield.125 percent times 60,000 psi times the nominal reinforcing bar area is given in the table below:Bar Size A.(in2) 1.25 x fy x A g(kip)No. 18 4.00 300-No. 14 2.25 169 No. 11 1.56 117 No. 10 1.27 95 No. 9 1.00 '75 No. 8 .79 59 No. 7 .60 45 No. 6 .44 33-No. 5 .31 23 Strength criteria - Each of the splices tested had an ultimate strength in excess of the strengths listed above.Strain Criteria - The strain in one of the Bar-Grip sleeves splicing the #7 bar with a horizontal deformation pattern exceeds the reinforcing bar strain by more than 50 percent; therefore, staggering of the splices will be required in applications governed by ACI 349 where a bar with this deformation pattern has a design' stress greater than .5 x fy. The

 - 15-18

e jstrain in the remainder of Bargrip sleeves splicing the No. 7 bars is less than 1.5 times the strain in its corresponding unspliced control bar.The strain in all of the other Bargrip sleeves was less than 1.5 times the strain in the unspliced bars. Therefore, staggering of the Bargrip sleeves is not required by ACI 349-76.I 1I ii ii J1 iE l4.i(

 - 15 -

15-19

 - - - . - --__--a & S ~ p ,

r________.__ __l United States Corps of Engineers The United. States Corps of Engineers typical requirements for mechanical splices are that:

90 percent of 90 ksi cimes the normal reinforcing bar area is given in the table below:Bar Size A. x (in 2) .90 x fy x A_(kip)No. 18 4.00 324 No. 14 2.25 182 No. 11 1.56 126 No. 10 1.27 103 No. 9 1.00 81 No. 8 .79 64 No. 7 .60 49 No. 6 .44 36 No. 5 .31 25 Strength criteria - Each of the splices tested had an ultimate strength in excess of the strength listed in the table above.Strain Criteria - The strain in each of the No. 18 bar splices tested

 .did not exceed the strain in its. corresponding control bar by .003. The-strain in'each of the No. 14 and smaller splices did not' exceed -the ,the strain in its corresponding control bar by .0015.

15-20 L . .. .. . ..

4

AND CONCLUSIONS-Eight-one (81) Bargrip sleeves reported herein were tested to determine conformance with the requirements of ASME Section III, g,k Division 2, ACI 318-77, ACI 349-76, and typical requirement of the s.(( ,g United States Corps of Engineers.a If The splices met these requirements. 'The No. 7 Bargrip sleeve e{- Y- with a horizontal deformation pattern may require staggering of the El splice for Nuclear Power containment structures governed by ACI 349-76.s in e Respectfully submitted, ra WISS, JANNEY, ELSTNER AND ASSOCIATES, INC.f 0 ,( ,1 c_, .- g' ,, . 's ack P. StecitE 6 Project Manager Cj JPS:tm ie( S.(-n C.l[1 h15-21 o9 . - - - -.

TABLE NO. 1 - STATIC TEST RESULTS NO. 18 BAR - BARCRIP SLEEVE Total 'Deformation Ultimate Mode of Strain at Strain at Elongation Load (kips) Failure .5 x f y .9 x f y at Failure Specimen Pattern 18BS-21-SD-A Cross-Hatch '399.0 Pull Out 0.001000 0.00242 -18BS-22-SD-A Cross-Hatch 386.0 Pull Out 0.000910 0.00242 -18BS-24-SA-A Crescent 415.5 Pull out 0.000814 0.00182 -18BS-25-SA-A -Crescent 425.0 Pull out 0.000822 0.0G191 -Y O.000850 0.00172 0.074 M 18BS-27-SB-A Diagonal 427.0 Coupler Break 18BS-28-SB-A Diagonal 426.0 Coupler Break 0.000849 0.00174 0.075 Cross-Hatch 427.5 Bar Break 0.000989 0.00181 0.092 18U-17-SD

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TABLE NO. 2 - STATIC TEST RESULTS

 #14 BAR - BARGRIP SLEEVE Total Deformation Ultimate Mode of Strain at Strain at Elongation-Specimen Pattern Load (kips). Failure .5 x f y .9 x f y at Failure 14BS-1-SB Diagonal 225.8 Coupler Break .000835 .00150 .028 14BS-2-SB Diagonal 243.8 Coupler Break .000946 .00178 .048 14BS-3-SB Diagonal 245.0 Bar Break .001000 .00161 .025+

14BS-4-SB Diagonal 223.3 Coupler Break .000891 .00161 .020 f- 14BS-5-SC Horizontal 235.8 Bar Break .000891 .00178 .030+U$ - .021+14BS-7-SA Crescent 223.3 Bar Break .000779 .00178 14U-10-SB Diagonal 248.5 Bar Fracture .000988 .00181 .120 14U-12-SC Horizontal 244.5 Bar Fracture .001030 .00187 .169 14U-11-SA. Crescent 223.5 Bar Fracture .001020- .00185 .165 NOTE: Specimens marked 14U are unspliced control bars.

 ' + Total elongation at fallute does not contain tlut failure surface.

4

TABLE NO. 3 - STATIC TEST RESULTS

 . #11 BAR - BARCRIP SLEEVE Total I Deformation Ultimate Mode of Strain at Strain at Elongation Specimen Pattern load (kips) Failure .5 x f y .9 x f y at Failure 11BS-1-SB Diagonal 160.5 Coupler Break .000792 .001580 .030-11BS-2-SB Diagonal 162.5 Coupler Break .000624 .001250 .034 11BS-5-SC . Horizontal 160.0 Coupler Break .000753 .001690 .050 h Coupler Break .000396 .000892 .040 g! 11BS-6-SC Horizontal 160.3 11BS-7-SA Cross Hatched 150.5 Bar Break .000633 .002230 .049 11BS-8-SA Cross Hatched 149.5 Pull Out .000872 .002310

NOTE: Specimens marked 11U are unspliced control bars.

 *No elongation at failure is available due to bar pulling out of coupler X' Bar broke at jaw.

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 - - - - - - - - - - - - - ~ - - - - - - - - - - - - - - - - -

TABLE NO. 4 - STATIC TEST RESULTS

 #10 BAR - BARCRIP SLEEVE -

Total Deformation. Ultimate Mode of Strain at Strain at ' Elongation:Specimen Pattern Load (kips) Failure .5 x f y .9 x f y at Failure J 10BS-1-SB Diagonal 130.3 Bar Break .000584 .00143 .621+10BS-2-SB Diagonal 130.0 Bar Break .000555 .00122 .012+10BS-4-SC- Horizontal 130.3 Bar Break .000604 .00158 .019+10BS-5-SC. Horizontal -130.5 Bar Break .000674 .00141 .019+

 .10BS-7-SA Cross Hatched 137.5 Bar Break .000555 .00142 .025+

U 10BS-8-SA Cross Hatched 136.3 Bar Break .000763 .00178 .018+I 100-10-SB Diagonal 137.5 Bar Fracture .000852- .00172 .147 '100-11-SC- Horizontal 129.5 Bar Fracture .000872 .00176 .173 100-12-SA Cross Hatched 133.5 Bar Fracture .000773 .00158 X NOTE: Specimens marked 100 are unspliced control bars. i

 + Total elongation at failure does not include failure surface, i X Bar broke at jaw. )

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TABLE NO. 5 - STATIC TEST RESULTS L #9 BAR - BARCRIP SLEEVE Deformation Maximum Mode of Strain at Strain at Total Elonga-Specimen Pattern Load (kips) Failure .5 x f y' .9 x f y . tion at Failure 9BS-1-SP Diagonal 107.5 Bar Break .000614 .00140 9BS-2-SB Diagonal 97.3 Bar Break .000624 .00170 .020t g; 9BS-4-SC Horizontal 113.0 Coupler Break .000773 .00164 .059 y, 9BS-5-SC Horizontal 112.0 Coupler Break .000822 .00178 .053 e9BS-7-SA Cross Hatched 104.0 Bar Break .000713 .00190 .041+9BS-8-SA Cross Hatched 102.5 Bar Break .000643 .00195 .026+9U-10-SB Diagonal 110.0 Bar Fracture .000891 .00174 .154 9U-11-SC Horizontal 125.0 Bar Fracture .000713 .00158 .143 90-12-SA Cross Hatched 101.5 Bar Fracture .000911 .00173 .143 NOTE: Specimens marked 9U are unspliced control bars. ,I

 + Total elongation at failure does not include failure surface. \

- ~ i _

_-. ~ . . . . .TABLE NO. 6 - STATIC TEST RESULTS

 #8 BAR - BARCRIP SLEEVE Deformation Maximum. Mode of Strain at ,

Strain at Total Elongation-Specimen Pattern Load (kips) Failure .5 x f y .9 x f y at Failure e8BS-1-SB Diagonal 84.9 Bar Break .000624 .00137 .025+8BS-2-SB Diagonal 84.1 Bar Break .000773 .00193 .028+8BS-4-SC llorizontal 83.2 Bar Break .000535 .00127 .029+8BS-5-SC Horizontal 83.8 Bar Break .000634 .00145 .068,. 8BS-7-SA. Cross Hatched 83.1 Bar Break .000604 .00149 .029+T 8BS-8-SA Cross llatched 83.1 Bar Break .000882 .00226 .030t U .000911 .00180 .157 80-10-SB Diagonal 84.0 Bar Fracture 8U-11-SC llorizontal 82.5 Bar Fracture .000812 .00169 .157 8U-12-SA Cross llatched 82.6 Bar Fracture .000862 .00174 .100 NOTE: Specimens marked 8U are unspliced control bars.J+ Total elongation at failure does not include failure surface.

TABLE NO. 7 - STATIC TEST RESULTS

 #7 BAR - BARGRIP SLEEVE Deformation Maximum Hode of Strain at Strain at Total Elongation Specimen Pattern Load (kips) Failure .5 x f y .9 x f y at Failure 7BS-1-SB Diagonal 66.3 Coupler Break .000470 .00121 .063 7BS-2-SB Diagonal 66.7 Bar Break .000668 .00136 .0481- ~

7BS-4-SC Horizontal 63.5 Bar Break .000780 .00208 .058+' " 7BS-5-SC Horizontal 63.5 Bar Break .000470 .00109 .036+7BS-7-SA Cross Hatched 58.9 Bar Break .000359 .000718 .049t 7BS-8-SA Cross Hatched 58.9 Bar Break .000384 .000928 .061+7U-10-SB Diagonal 66.6 Bar Fracture .000631 .00141 .133 70-11-SC Horizontal 66.1 Bar Fracture .000433 .000792 .133

 .7U-12-SA Cross Hatched 58.1 Bar Fracture .000594 .00117 .151 + Total elongation across the coupler does not include failure surface.

TABLE NO. 8 - STATIC TEST RESULTS

 #6 BAR - BARCRIP SLEEVE Deformation Maximusi Hode of Strain at Strain at Total Elongation Specimen Pattern Load (kips) Failure .5 x f y- .9 x f y at Failure 6BS-1-SB Diagonal 49.9 Bar Break .000421 .00100 .054+

6BS-2-SB Diagonal 50.0 Bar Break .000619 .00130 .094+6BS-4-SC' llorizontal 45.4 Bar Break .000730 .00162 .050+6BS-5-SC Horizontal 45.8 Bar Break .000668 .00149 .056+6BS-7-SA Cross Hatched 48.7 Bar Break .000644 .00162 .051'

 @ 6BS-8-SA Cross Hatched 48.0 Bar Break .000520 .00141 .050+

60-10-SB Diagonal 49.9 Bar Fracture .000842 .00157 .138 60-11-SC Horizontal 45.3 Bar Fracture .000829 .00160 .143 6U-12-SA- Cross Hatched 48.2 Broke in Jaws .000767 .00158 *

 + Total elongation across..the coupler does not include failure surface

! TABLE NO. 9 - STATIC TEST RESULTS

 #5 BAR - BARCRIP SLEEVE COUPLER Deformation Maximum Hode of Strain at Strain at . Total Elongation . Specimen Pattern Load (kips) Failure .5 x f y .9 x f y at Failure-Ui SBS-1-SB Diagonal 33.0 Bar Break .000964 .00218 .042+

g; 5BS-2-SB Diagonal 34.1 Bar Break .000815 .00201 .045+SBS-4-SC llorizontal 31.7 Bar Break .600881 .00192 .020+1 5BS-5-SC Horizontal 32.8 Bar Break .000732 .00191 .033+SBS-7-SA Cross llatched. 35.8 .Bar Break 001081 .00246 .010F SBS-8-SA cross llatched 36.7 Bar Break .000900 .00185 .037+' SU-10-SB Diagonal 33.8 Bar Fracture .001081 .00209 .143 SU-11-SC. .llorizontal 32.8 Bar Fracture .000110 .00254 .153 SU-12-SA_ . Cross llatched 33.1 Broke in Jaws .00103 .00213 .067*

 + Total elongation across.the coupler does not include failure surface

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10BS-3-CB Diagonal 130.3 Bar Break 10BS-6-CC Horizontal 131.3 Bar Break i 10BS-9-CA Cross Hatched 137.3 Bar Break' 9BS-3-CB Diagonal 101.5 Bar Break 9BS-6-CC Horizontal 112.8 Coupler Break j9BS-9-CA Cross Hatched 104.5 Bar Break j 8BS-3-CB Diagonal 85.0 Bar Break{ 8BS-6-CC Horizontal 83.7 Bar Break 8BS-9-CA Cross Hatched 84.2 Bar Break 7BS-6-CB Horizontal 62.2 Bar Break 7BS-9-CA Cross Hatched 57.8 Pull Out 6BS-3-CB Diagonal 48.1 Bar Break 6BS-6-CC Horizontal 45.8 Bar Break 6BS-9-CA Cross Hatched 48.7 Bar Break SBS-3-CB Diagonal 34.1 Bar Break 5BS-6-CC Horizontal 28.1 Bar Break l 5BS-9-CA Cross Hatched 33.8 Bar Break Lr 15-31

REFERDKE 16 Roger G. slu*tter, " Tests of Grade 60 Reinforcing Bars Spliced Using 'CCL Camtak System," Report No. 200.79.674.1., Prepared by Fritz Engineering Laboratory, Department of Civil Engineering, Lehigh University, Bethlehem, Pennsylvania for the Dayton Sure-Grip and Shore Company, June,1979.4))I ti a4 16-1

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i ITEST 5 0F GRADE 60 REINFORCING BARS SPLICED USING COL CA.CAK SYSTEM for The Dayton Sure-Grip & Shore Company by Roger G. slu*tter Fritz Engineering Laboratory Report No.i 200.79.674.1 il FRIT7, ENGINEERING LABORATORY f DEPARTMENT OF CIVIL ENGINEERING iHETill.EHE.il. I' \. I8015 16-3 l . _ _ . . _ _ _ _ _ _ . - _- - -- . _ - - - . . . - _

200.79.674.1 TESTS OF GRADE 60 REINFORCING BARS SPLICED USING CCL CAMTAK SYSTEM 'INTRODUCTION A testing program consisting of six #14 spliced bars and six

 #18 spliced bars was conducted in Fritz Engineering Laboratory on June 19, 1979. A reinforcing bar of each size was also tested. Reinforcing steel was ASTM A615 Grade 60 supplied by Border Steel Mills, Inc. ' Heat No. 282167 for #14 bars and Heat No. 190726 for #18 bars. The twelve spliend bars were prepared by the Dayton Sure-Grip and Shore Company and shipped to Fritz Engineering Laboratory for testing.

SPECIMENS The test specimens were prepared using the CCL Camtak System by positioning the bars within the Cantak tube and reducing the tube onto the bars by drawing the Camtak die over the sleeve. Thz Camtak die is an integral part of the Cantak press. The drawing operation causes the sleeve internal surface to engage with the deformations of the bars. The specimens as fabricated were five feet long for #18 bars and three feet long for #14 bars. These' lengths were selected'to match the lengths commonly used in our testing machines.The #14 bars _ vere tested in a 300,000 lb. capacity Baldwin hydraulic testing machine which requires a gripping length of 7 inches on each end. The #18 bars were tested in a 800,000 capacity Riehle 116-4 l tl

[' 200.79.674.1-l-mechanical testing machine. A recent calibration report on each machine is cnclosed with this report.A bar of each diameter was tested to determine yield, ultimate strengths and alongations on an 8 inch gage length. Properties of the steel are also reported on Border Steel Mills, Inc. report for order number F-2182 which is enclosed.{TEST RESULTS f

! The results of all tests are reported on Fritz Engineering Laboratory report 200.79.674.1 consisting of three data sheets. The #14 bars were tested in the 300,000 lb. capacity Baldwin machine. The yield load, ultimate lead and fracture is reported for each test. All specimens failed by fracture of the sleeves. The ultimate strength of all specimens meet the requirements of the ACI 318-77 code.

The #18 bars were tested in the 800,000 lb. capacity Riehle-mechanical testing machine. The yield, ultimate and fracture is reported for each test. Four specimens failed by fracture of the sleeve and two failed by the bar pulling out. The ultimate strength of all specimens met the requirement cf the AC1 318-77 code.f The reinforcing bar tests are reported'on data sheet 3 of 3.l The bars also met the requirements of the ACI 318-77 code for Grade 60 bars.(5 t

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RERIRRECE 17 E. W. Bennett, " Tests of CCL Standard Splices on 32 mm Grade 380 Deformed l Bar," Report No. CCL 8, Prepared by University of Leeds, Department of Civil LEngineering for CCL Systems Ltd, Surrey, England, January 1980.j j[[[{{([((l lI[[( 17-1 l

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i i tiniversity of Leeds Department of Civil Engineering 44 4U.STS OF CCL STANDARD SPI. ICES ON 32 nrn CRADE 380 DEFOMD BAR for CCL Systems Ltd, Cabco House, Ew 11 Road, Surbiton, Surrey, ENCL >AT.Dayton Barsplice, Inc. , P.O. Box 366, Mianisburg, - Ohlo 45 342 U.S. A.-I

F.I. Struct.E.January 1980 ' Chartered Civil and Structural Engineer 17-3

j f .Specification ,Three tests were carried out on specimens of 32 m Grade 380 Bar, as used in New Zealand, connected by CCL Standard Splices.

 . The specification was a modified version of that_ given in Appendix A of the New Zealand Ministry of Works and Development R and D. Report 77-5 which had been based on the draft Japanese standard, " Performance F.valtmtion of Rebar Splicing Method," 1975. . The performance of the CCL splices was examined against the specification for Grade A splices which arc ]

required to be equivalent to an unspliced reinforcing bar in strength and stiffness under seismic conditions. The principal test requirements were as follows:(1) Strength J Grade A splices should develop a tensile strength not less th m Itot of the specified minima yield stress or the acttial ultiimite tensile strength of the bars, whichever is the lower.

 ]

For a 32 m Gr,ade 380 bar the maximm required tensile strength is 2 .therefore 1.6 x 380 = 608 N/m corresponding to a load of 489 kN.(2) Rigidity In the gauge length, Grade A splices should show an apparent Youn:'s modulus not 'lodr than 90% of that of the bar at a stress equivalent to 95% of the specified minimum yield stress of the bar. On a 32 m Grade 350 2har the specified stress is 0.95 x 380 = 361 N/m and the load 290 kN.The CCL Standard Splice is stiffer than the har and 'its apparent Young's modulus will therefore depend on the length of bar included in the g mne

 . length.. It was stipulated in the N.I.M. of W. and D. letter Ref. 81/10/10/1-of 31st May 1979 that the gauge length should be equal lto the length of the ]

splir.e and not more than 20 m of bar on either side. .(3)' Ductility

 )

Over the gauge length including the splice, the clongation at the l17 -1 L . .i

mximum stress shwld be of similar magnitude to that of the har.(4) Repetitive Leading Test The above rigidity requirement's should be met when the splice is{ subject to repeated loads, alternately in tension and compression. The maximum loads specified in Appendix A of Report 77-5 were95% of the[specified minimum yield stress of the bar in tension and 50% of the b specified mininum yictd stress in compression, but themhambeen amended by the letter 81/10/10/1 to 95% of the zweified yield in both tension E and compression. Eight complete cycles of tensile and compressive , .Ioading are required.Precaration of Specimens( Specimens of 32 m Grade 380 har were suppied by Steel I Tube (N.;) Ltd. and CCL Standard Splices were fitted by CCL Systems Ltd using normal sleeves and pressing equipnent. Details of the splicing operat lon8, provided by the finn, are given as an Appendix to this report.The specimens were prepared as shown in Fig. 1, for strain measure-ments to be made with Demee demountahic extensometers. The steel discs to receive the points of the extensometers were fixed by an adhesive to the outside of steel collars, each of which was secured to the har by{ three grub screws. 'The strain of the splice was measured over a gauge[ length of approximately 220 m, compri' sing the length of the splice and 20 m of har at each end to enable the collars to he placed. A third entlar was fixed on the har to enable strain measurements t'o be made over a gauge length of 50 m on the har alone. There were (cxir pairs of gauge points for each gauge length, equidistant around the cirumference.The ribs of reinforcing bars were ground away over the short length within the wedges of the testing machine to achieve a more even pressure.17-5 f ._ _

 -.. . . - = - - -

t il Testing Procedure )4 !l The tests were carried out in a 1.osenhausen III560 universal testing ,machine in which the wsdges gripping the ends of the specimen could !I be blocked so that they were not loosened by a ecmpressive load on the ,4 i^specimen. It was found that when the length of the specimen was the l! minimum required for the above gauge lengths there was no lateral instability, but owing to the near impossibility of obtaining perfect ,alignment of the spliced bars and of applying a truly axial load there was stne l unevanness of strain on the specimens and a tendency to bending, particularly of {4 the bar on each side of the sleeve. This resulted in lateral pressure betwemth f bar and wedges which was sufficient to crack the hardened steel of the i l latter on two occasions. .In view of this difficulty, and with the !agreement of the client, the specimen was further shortened in,the third (test by omitting the gauge length on the bar and measuring the strain.In a sepa' rate tensile test of the bar to failure. ;The load was applied in increments of 48.9 kN, (11,000 lbf) operating the machine manually and sustaining the load at each stage for about five minutes to enable the necessary strain measurements to be made. Usually two complete tension-ccmipression load cycles were carried out in one day.On completion of the eight cycles the specimen was loaded to failure in l tension. !i An additional specimen (H).4) was also subjected to a single tensile ;loading to failure. The primary purpose of this test was to provide strain j lmeasurements on a section of plain bar, these having been oraitted from f. the third repetitive loading test for the reason given above. In addition, the test provided further data on the strength and was used to measure j the ultimate elongation of tt* 3ar and splice. ;

 'I>

l 17-6 l

 .s.

Test Results The bar stress-strain curves of the splice and har of Specimens No.1 and 2 for S cycles of tensile and compressive load, and fer part of the final tensile loading to failure are shown in Figs. 2-7. Fig. S gives the bar stress-strain curves for cyclic loading of Specimen No.3 while the stress-strain curve of the bar of Specimen 4 for its single tensile leading is given in Fig. 9.(1) Strength j in all the tests failure occurred by fracture of the bar adjacent Ito the wedges of the machine at the following values of load and str'ess:l Snecimen No. Ultimate Load Ultimate Bar Stress BEig.: h. jo , .. .- ..l kN N/m l1 494 614 1.til 6 2 494 614 1. til 6 3 534 664 1.747 4 532 661 1.739 Since none of the splices failed, the strength of all four tested must j have been more than 611 greater than the specified yield value of the lt:a r.! (2) Rigidity The following results were recorded on the first tensile loading:! Specimen No. Strain at har strcss of 0.95 f Apparent Modulus of l'.lasticity e Y (361 h7m )Bar Splice Bar Splice Modular r.itic 2 2 331IMli" -um/m um/m . kN/m kN/m

 -1 2050 2000 176 180 1.02-2 2100 1800 172 201 1.17 3 . 2250' 1900 160 190- 1.19

J e5-

 ] ]

The apparent modulus of clasticity of the splice may be seen to ]be greater than that of the bar in all three tests.(3) Ductility J The ultimate clongation measuranents on Test No. 4 were as follows:

 ]

Cause tent:th Elongation m m %

 ]

Top bar 70 7 10.0 Ectrom bar 70 8 11.4' ]Spliec (including 76 m of bar) 256 9.5 3.7 -Siceve of splice alone (approximate) ISO 1.4 0.8 ]The location of the har fracture was outside the above gauge icngths

 ]

and as there was some neeking the elongation measured over the fracture-would be expected to be greater than the values shown.

 ]

The clongation of the sleeve was calculated by deducting the average clongation of 76 m of bar from the clongation on a gauge length of 256 m over the splice, and is therefore an approximate value. The result obtained, however, suggests that the sleeve had begun to yield.In a reinforced concrete member, tests have shown that failure occurs at a section through the har rather than the sleeve beeiiuse of the greater strength of the latter*. The smaller ultimate clongation should therefore present no prob 1cm.(4) Repetitive Loading There was a progressive decrease of the modulus of elasticity under repetitive loading, and the values observed in the final cycle were:

CCL Systems, Report C L 1, 1978.17-8

 -w- ,m + y

4 s6-Specimen No. Strain (0-0.95 f_,) Annarent modulus of clasticity Bar Solice Bar Splice bk>dular ratio j Snlice/bar j um/m um/m kN/m2 kgfm2 1 - Tension 6370 2590 57 139 2.44

 - Compression 6390 2460 56 147 2.62 2 - Tension 6200 2330 58 155 2.67

! - Ccnpression 6350 2210 57 163 2.86

 - Ccepression - 2530 - 143 -

f

i the bar was, however,;-duced by the fact that at the maximum load of cach cycle yielding o'ccurred on one side of the bar owing to the eccentricity ij of the load, resulting in an increased average strain and lower modulus.! This effect was less marked in the splice, with its greater flexural rigidity.1 j Conclusions

j one test was 3.71. The average ultimate elongation of the bar was 10.7%

i 4 The apparent modulus of elasticity of the splice was greater than that Iof the bar throughout eight cycles of

{ load in two tests. The moduli of elasticity of both splice and bar I decreased progressively during cyclic loading.

 .17-9

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f' . ' I l1 1.4! i. The CCL Standard Splice may be considered to meet the requirements of the specification'in Appendix A of Report 77-5 for Grade A splices. -;

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