ML19242B992

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Tech Specs for Furnishing,Installation & Testing of Expansion Type Concrete Anchors
ML19242B992
Person / Time
Site: Midland
Issue date: 02/05/1979
From:
CONSUMERS ENERGY CO. (FORMERLY CONSUMERS POWER CO.)
To:
Shared Package
ML19242B991 List:
References
NUDOCS 7908090637
Download: ML19242B992 (36)
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FURNI S11ING, INSTALLATION, AND TESTING OF EXPANSION TYPE CONCRETE ANCHORS TABLE OF CONTENTS S EC'"I ON TITLE PAGE 1.0 SCOPE OF WORK l'

2.0 APPLICATIONS 1

3.O MATERIALS 3

4.0 INSTALLATION 4--------------

5.0 INSPECTION 7

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6.0 TESTING 7

7.0 REPAIR OF ANCHOR. FAILURES 9

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8.0 QUALITY ASSURANCE 9

9.0 OTHER INFORMATION REQUIREMENTS 10 ~ ~ " ~ '. ~~ '~~ ~

Appendix A Tolerances For Drilling' Holes

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Figure 1 When No Rebars are Encountered A-1 Figure 2 When Rebar is Cut A-1 Appendix B Quality Assurance Requirements For B-1 Purchase of Q-Listed Expancien Type Concrete Anchors Appendix C Design and Applications of Expansion C-1 Type Concrete Anchors g

Appendix D Piping List D-1 Appendix E Specific Conditions For E-1 Limitations on Installing d

Grouted Ancho:. Delts, Expansion Anchor Coltu, and/or Reinforcing Steel in Concrete Structures iii

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FURNISHING, INSTl[LLATION, AND. TESTING OF EXPANSION TYPE CONCRETE ANCHORS 1.0 SCOPE OF WORK The work includes the furnishing, installation, inspection, testing, and documentation requirements of expansion type concrete anchors.

2.0 APPLICATIONS ASME Section III Classes I, II, and III piping and hanger critical shall be shown on the Piping Class Summary Sheet.

The pipe whip restraints shall be as shown on design drawings.

2.1 Expansion anchors may be used for attaching the following items as shown in Table 2.1.

2.2 Unless otherwise specified on the design drawings or approved by project engineering, expansion anchors shall be wedge or stud type.

2.3 Stud anchor and drop-in unchor substitution 2.3.1 When stud anchors and drop-in anchors are substituted for each other, the field engineer shall ensure that the following requirements are met.

b--

a.

The anchor which is being used shall have the tension and shear capacities at least as large as the anchor which it is replacing.

b.

The design load of the drop-in anchors must be reduced by tne amount indicated in Table 3.2 to correspond to the same center-to-center spacing (and minimum edge distance) for the same diameter stud anchor.

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^ppl i e.i c i er Catecory Annlication c.

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PYpc Jupports Q

See Note (1)

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and High Energy Pipe 1.111p Restraintu

'iangcr Critical for the Following and !!igh Energy Piping Classifica-Pipe !? hip See Note (1)

Yes Yes No tions Restrain:c Non-O

1) AS}'I Section III Classes 1,2,3 Other

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3) ANSI B31.1
fon-Q Supports foe Q

Uone Yes Yes Yes l

Electric:1 Cable i

Trays and H6V Non-Q h.onc Yes

. Yes No Ducts Limited to equip-Supports for Q

cent weighing less Yes Yes Yes than 10 kins (2)

Equipment

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-(Filled) Ceccretc

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I Supports for Linited to total

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Structural Q

load of 10 kips Yes Yes Yes l

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Metal Items Such Critical as Platforms, support

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(design for None Yes

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Instrumentation Other I

Itens N nc Yes No No Non-Q except as 1

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Applications None No No No such as lighting pancis, junctien boxes, conluit, instre ent tubing and inter-cotr.unicatica equipment Cec Section 3.0 I

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Expansion anchors shall not be used for Class I piping over 2-1/2 inches in diameter.

b)

Expansion anchors shgll not be used for Class II piping over 8 inches in diameter.

c)

Expansion anchors shall not be used for.-..

piping systems and an: hor points as listed in Appendix D.

(2)

Expansion anchors shall not be used for reciprocating equipment.

(3)

Expansion anchors shall not be used to attach Q items and piping to block walls.

Use of expansion anchors on concrete filled block walls shall be limited to nupporting light.

loads for non-Q electrical, mechanical, architectural, or instrumentation applications.

Any deviation from the use of expansion anchors described above must be approved by g,

the project engineer / Contractor on a case-by-case basis.

Any conflict between this specification and hanger detail drawings shall be referred to the project engineer / Contractor I

for resolution.

3.0 MATERIALS 3.1 Concrete expansion anchors shall be limited to the following types:

Phillips~ Wedge or Sleeve Anchor -

Phillips Drill Co.

Hilti Kvik-Bolt Stud Anchor -

Hilti Fastening Systems, Inc.

Molly Parabolt (Stud) Anchor -

USM Corporation, Construction Products Div.

Hilti-UDI Drop-In Anchor (HDI Drop-In Anchor) -

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Hilti Fastening Systems, Inc.

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as indicated in Table 2.1.

Phillips self-drilling series S, Multiset drop in anchor series MS, or Nondrilling anchors series J Material certification is not required for these anchors.

g 3.3 Material Documentation Requirements The manufacturer / Subcontractor shall submit a certificate of compliance for the materials used for the studs and nuts with each lor of anchors stating that the anchors conform to the requirements of the following materials:

AISI 11L41, Stud Material or AISI 1144, Stud Material A307, Nut Material or A325, Nut Material AISI 12L14 - HDI* Drop-In Anchors lb Other types of concrete expansion anchors may be used, provided that sufficient data is available to justify their use, subject to the project engineer's/ Contractor's approval.

ljp-4.0 INSTALLATION Installation of the expansion concrete anchors shall be performed in accordance with the requirements of Table 2.1.

The installers shall be qualified to perform this work by the project field engineer / Subcontractor.

4.1 Expansion anchors shall be installed in concrete which has been in place for more than l 2hs 28 days.

Expansion anchors shall not be installed in concrete block walls except as noted in Table 2.1.

4.2 Holes for expansion bolts shall be drilled in accordance with manufacturer's installation recommendations except as specified herein.

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it shall be removed upon meeting the rebar.

Diamond core bits shall be used to cut the rebars and to drill the hole beyond the reinforcing bar such that the whole wedge portion of the anchor can be expanded behind the rebar (see Figure 2).

The tolerances for the drills shall be as recommended by the expansion anchor manufacturer.

4.5 Expansion anchors which interfere with reinforcing steel shall be installed in 2i accordance with Appendix E.

4.6 After reaching the required depth, the concrete dust shall be removed from the hole.

4.7 Expansion anchors shall be installed in accordance with the manufacturer's recommendations and as shown below.

4.8 Expansion anchors (except HDI drop-in anchors)

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shall be seated and e::panded by applying the torque as determined by onsite testing (See Table 4.1).

A manually operated calibrated torque wrench or a power operated impact jh_

torque wrench shall be used to measure the torque.

4.9 Welding to expansion anchors shall not be permitted.

4.10 The nut shall be fully engaged on the j{

expansion bolt.

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Anchor Torque at Test Torque Tese Min. Turna Min.

Min. c tic:cter In:ts11ation (Af ter Installation)

Load of nut E:bdet Spscin l

Inches ft-lbs Ft. Lbs.

Kips required Inches Inches jl Threads not

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(1) l 1.1/8

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1/4 5 - 10 5

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1/2 35 - 55 30 2.0 2

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5/J 130 - 160 60 4.0 2

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l 3/4 240 - 270 135 6.0 3

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7/8 275 - 325 165 7.0 3

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(1) These v 1ues give a torque range, which was arrive? at by testing anchors for the different concrete En n -

8 strecgtl.s cced en the job (for 1/2", 5/8", 3/4", 7/8" and 1" expansion anchors only).

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(2) If the taxi =u:2 torque value is attained, the minicum nirtber of turns is not applicsble.

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A P.tN (3) The cini un spacing and minicum edge distance cay be reduced upto 50% vith prior approval of 29 Froject Ecgineering.

(4) L'ce greater cini=um c=bedment length for installation, unless noted otherwise on the design docunents or as cppreved by Project Engineering.

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inspected for correct installation.

1 inspection reveals that an installed anchor does not conform to the reg'uirements cf Article 4.0, that anchor shall be tested in accordance with Section 6.0, either relocated as permitted by the design and the requirements of this specification, or removed and

' replaced by anotbcr anchor.

Mislocated anchors may be left in place provided that they do not interfere with other work.

Acceptability by testing of l /$\\

mislocated anchors is not permitted.

o 6.0 TESTING 6.1 Testing Frequency 6.1.1 One out of each lot of 10 expansion anchors installed for anchors other than 3/8-inch and 1/4-inch diameter and one out of each lot of 20 expansion anchors installed for anchors of 3/8-inch and 1/4-inch diameter, shall be tested in accordance with the requirements of Section 6.2.

~ Test Jnchors shall be relected at. random so that they are representative of the group in which they are located and of the installation conditions.

6.1.2 If the test anchor satisfies the acceptance criteria of Section 6.3, all anchors of that lot shall be deemed acceptable.

6.1.3 Should the test anchor fail to satisfy any one of the acceptance criteria, three additional anchors of the same lot shall be tested in accordance with Section 6.2.

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6.1.4 Should all of the additional test anchors satisfy the acceptance criteria, all remaining anchors in that lot shall be deemed acceptable.

6.1.5 Should any of the additional test anchors fail, all anchorc in that. lot shall be tested.

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ins a ers.

Hilti-IID rop-in anc ors sla 1 be tested using the tensioner testing method.

Test anchors, sele ~cted in accordance with the provisions of Section 6.1 above, shall be tested by one or both of the following methods:

6.2.1 Torque Testing Method Test the installed expansion anchor with a calibrated manually operated or a power-operated impact torque wrench.

The anchor shall meet the acceptance jp criteria of Section 6.3.

6.2.2 Tensioner Testing Method Test the installed expannion anchor with a tensioner.

For expansion anchors use the test loads shown in

/h Table 4.1, and for drop-in anchors use the test loads shown in Table 3.2 of Appendix C.

The testing equipment shall be-supported so that the load will be distributed outside a circle that has a minimum diameter of four (4) times the minimum embedment of the anchor.

6.3 Acceptance Criteria An installed anchor shall be considered acceptable if it meets the applicable testing gjl criteria of Table 4.1 or Table 3.2 of Appendix C, and if during testing the concrete did not break out, the anchor did not break, distort, or deform; and the anchor did not slip excessively or become loose.

The anchor shall be termed " slip excessively" as follows.

6.3.1 Torque Testing Method The nut will rotate with less than the applicable test torque applied per

/kg Table 4.1.

6.3.2 Tensioner Testing Metho.i The washer can be rotated by hand when the load is fully applied.

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Damaged concrete mus e repa e

7.1 Failure Due to Concrete Breakout 7.1.1 Replace the expansion anchor with the embedment depth obtained beyond the breakout depth.

7.1.2 Damaged concrete shaIl be repaired in accordance with the requirements of Article 17.0 of Specification 7220-C-231.

Damaged concrete shall be chipped to sound concrete prior to reinstallation of anchors.

Concrete shall be repaired after reinstallation of anchor.

7.2 Failure Due to Anchor Breakage, Slippage or Loosening If the anchor breaks, distorts, or deforms, it shall be replaced with another anchor, or the hole shall be redrilled and a larger size anchor installed, if the integrity of surrounding concrete has not been disturbed.

If the anchor fails by slippage or loosening, the anchor shall be retorqued and retested.

8.0 QUALITY ASSURJd!CE 8.1 General For items which require inspection, testing, and documentation as shown in Table 2.1, the lb Subcontractor's/ Contractor's quality assurance practices shall be followed to ensure compliance with the requirements of this specification.

8.2 Documentation Requirements listed below shall be documented.

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~8.2.1 Test Inspection Record Anchor test inspection records shall be maintained.

These records shall con t.ai n, as a ininimum, the follo..'ing information:

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Test results d.

Inspector's name e.

Date of Test 8.2.2 Failed Anchor Report'

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The following additional information shall be required for test anchors which failed:

a.

Exact location of faile anchor b.

Mode of failure and probable cause

'of failure c.

Repair steps taken

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Inspector's name 7..

e.

Date of test 8.2.3 All documentation and records shall be retained for inclusion in the quality control files.

9.0 OTHER INFOR'% TION REOUIREMENTS This section deals with information collection and is not to be considered as a part of the Quality Assurance program.

9.1 Summary.eport on tests shall be completed and submitted by Subcontractor monthly to the project engineer / Contractor.

These reports shall contain the following data:

9.1.1 Number of anchors installed 9.1.2 Number of anchors tested 9.1.3 Number of failed anchors 9.1.4 Mode of failure and probable cause of failure A

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9.2 If failure frequency of anchors is less than 0.5%, the nuramary report period may be increased to 3 months subject to approval by the project engineer / Contractor.

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QUALITY SS NANCE.E

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PURCHASE OF Q-LISTED EXPANSION TYPE CCNCRETE ANCHORS 1.0 The Seller / Subcontractor shall establish and maintain an effective Quality Assurance Program which will meet the applicabl.e requirements of Specification G-23 to ensure that all materials and workmanship furnished hereunder conform to specifications.

2.0 The Buyer shall have free access.to all work and shall have the authority to stop work or reject shipment if the specification requirements including those for documentation, have not been fulfilled.

3.0 The Seller / Subcontractor shall furnish documentation ir accordance with the specifications as summarized and directed by Form G-321-D.

To comolete Form G-321-D, the Seller / Subcontractor shall check in Column 8 which documents are being transmitted and s, hall sign Line 21.

The Seller /Subcontracter shall fill in Lines 13 through 20 as applicable.

Entries such as N/A (noc applicable) and "See attached sheets" are permissable.

The completed G-321-D form is then used for a cover sheet as directed on the back of the form.

Attachments:

l.

Form G-321-D, Engineering and Quality Verification ljhs Document Requiremnts, Rev. 2 2.

Specification G-23, General Requirements'for Supplier Quality Assurance Programs, Rev. 5 3.

Quality Assurance Program Element Data Sheet 1, Rev. I t

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gas ENO:NEERING /.ND CUAllTY V[NIC ATION DOCUMENT RECulREMENTS spggi 1 er,l7 i

aten::wm o re r, ace.i u r ure :=cu cuautv vimm:arios cocnt*r inA..:vinat atemt im:::t :

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ecce., pesor as seissie of et a umdal.

. OtSTRisuTICat Alt f 3+e...ag fti Cecreci are to se seat is to. Pro,ect tag a, et a*e bdress ne., bero. (Code el.

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a. ems ed.,*e ve" e,.a fvi 0,- e-e e, is ie (m.s.te is i.e reo n. e nese, ar,.,6 4. in eue,de e.., e s d.,- aoe, sed, m, e,,,

Celvaan 7. A sesy of tee tem 2 feted Fe"m G-221-0 mus ugaa.ges, e.esh *pectne" of Venf 4assa Coa,mean to ha (nuna waided saa me es,d..e meat end e i.,,.a ie:s si., is ine i,emi r.d C.e..,, C. ao s c s o. u rse ga re.

e Code Code 6. %. n,d.e,..srea, code 6 Bechtet PWr Corp.

eechtet Power Corp.

P.O. Bor 2167 Bechtel Potter Corp.

3500 E. Maher Road Midts nd. Michi;se 4M40 P.O

  • Box 2167 M.dland, Michigan 43040 Arin; oustiry control Erpneer Midland Michigan I.8640 Attn: f roj ect Field Engineer I

E.

CthMIT1015 CF TE nv5: ca a is cacement Cne;eer Geria.:esi -221-SUP A) meve

% the irem aer, evades.semies,a+csatmter,a,6wppler,etc.

8.spf.or - Thais e sean eens ead is erasar ty dvs.<sted 61 sitPe' macts'e:refutt:an er s!scirestaric (ry pees est f

9e seewaremeats of tPs p<ec.re* eat deceeatL Men set socet ed.esteher abs 1 e.bmit his stance 1 ar approvn.

Reprodwtie - sea he tel persfive - 15mm mic<e ism cente<ect le r

Pee meet precesk Prior Aspec si Retuned - Sect.tet operoent eeuwed tries to ese et dx. mess in rme (enga let wthen, natwiet.sa, et s:

msat in ustegance iln tPe shedwte e rse'ly eyeed is by ras 6.

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81/A - Blet oppficere - tan be uad f or erg..i4.a. ents.eg, tafsent sad laats By Pre.act eTeeenn3. and f or endvdaal er tnet by es s4 peer.

E.

SUPntER (MTRY lM:T R UCT10h5 F.

SECHTEL ENTRY tr 5TRUCTichs

, Entry ks.

leformaties It etsted

[arry he.

latermatica #equired mtee of seen el suh tyte of C6a.ry Venice as Ou I

terer Datement Category 'Ev itu.

S Ente ne c

meats be:rg sanmitted for es snittal be.at n.saand. Staa 5:ste a

2 Enier Spe<Jisation pereqra;h refe vace.

sient of Ceafortaeace se hre 21. Mea e de,See het et:eef.

3 Mate no eatry. Re:etes to n.ad af c::irt retvised.

12 f ator remarts as sapregnate.

4 Inter ce owmtse of exn tired el ce;y fet *ia. tat" se "fane.'"

erf a eace t'te deviehnatsi ead Everdteat'r tre's e.*er ac c i 6e then gefema. and iactode 19e e. con:stsas Cxst-eveal ne rse m,bmitters of (nqiaeeverg Deewmen L l

Intet aejrevel rewre* eat tv I v tor '*f es" et "he sets Venficatten Documes Pec k age.

e ma.

5 f ator the avm6er of och Lind of sspy et Oaser Venf. cat.eis Ostvmeats to44.<eJ fcf to esas of tne esem tr saata9et.es.

13,14.15 tener inter staan se teeweres.

15 East ce e.rtm of sais cs,eM ty t*e Cwebey Verheaen I

Ester Qva'iry Vet fication Oscaceat d4traut se tede honu sa referiod preerde e userste copy of Uba sem2'aird farm esd t*a Documean teef s.bened. For each reo.=t.on.:5m me. ne rg screedeca o.tfi paragrson Q 53en.

8 Mate as entry For s.ppter vu e y.

masserting Coe'irr Vmde et es Ceteenet e

9 Seeniet tacerts, to compim osa n'es.s Sgm en (No 2L 17.18.19 Este'iaformenea es ret.nd.

s 20 Enter ideathansa aebertal trursYe es es wait (il beirq re.

f atu lec rel f ag -eenig rene senf r*'iatea. 519 en has 23.

10 Il Sethlet CCE to temp'ete cPect49. Sqa es i.es 24 leanad. e g. unal se, test ne. el maior see;ee st, cas e rest no.

12 Ester reenst.s a apprz;riaza.

er aeer wait a daugwar.

msat # eas.rsmeats as setems in Casuma 1.ead def.aed m G-321 AP A Doc 6me-t Cn;ery OCCVWE%T CATECORY NUW!!RS. f reweg (El ed C.stry Vrhet.on (VI Cocu H.

Celiau,eak For cerias. nes igecd.ast.ea sa<aq'es%' esfereacts in C :en 2.

10 2 Typse:Wmnet uws 22A RT - RACIC0ft Apai: g x Avis AT!O g LO C R Atii*!CS f(t tI Durhat Dimeaereas. 5ereen and f ev'-

11.0 W ATE RI AL CE5CRlPTICN (El PROCECURES (E). AMC VERtFICATIC4 deven/Wev naq CetaJs 12.0 WELCING PR; EOURES AND QU AtlF1-RtPORU IV)

CATIONS (11. AO vf RifiC ATION RE-214 WT - W ACMETIO P ARTICLE EtAVl% A-a L2 Anectiv Ore ma T10pt78CCE00'I5IE).ANDvtRMi A-14 5sep Deta-f Cw;i PO RTS IV1 13 0 WILO R30 C0%f ROL PRCCf 0VRES (El.

TION REPO#n tVI 1.4 meias O aremi ANO VERtF6CAttCt4 Pt' ORT 5 tv) 2.23 PT - UOuto PtsEteANT (IAwh A-L5 Cent-si t:g.c C.r.re* e 14 P & 10s 14 0 P5P AIR PROCECURES til. AND W AJCR TION PR0tt0VPts IE). AND %ERIFICA-81 PAIR VI Al51; Af tC's RE PORT 5 (vi T1CN*itP0hn W) 20 PAR 75 ttST ANQ CCST I!!

3A COW 8Ltito Lt;MTEL CATA Sm(ETS (El 15 0 CLf Afilaf G A4C CO ATINC PRO *ECURis 22 0 (C0y Cauti,7 Eur% ATION P90:E-(!). AhD Vf LFICAtlCfd flEPORn W) gyg[g gg( n; gggm;A110% R E.

40 mSTRUCTl0' 5 f()

4.1 tantie@ee:er nen 15 A MIAT TREATHENT iR00tCUPE5 ti).

PCRn bl ANO VER;FLC Atid REPO E15 H) 24 0 Pile 55UPE TEST - HY0r.C. Alf'. LEH.

e 17 A CERTIP'!O W AT[RI AL PROPERTY R E.

SusCLE Oft vaturu 't:r U:01:F C 4.2 O pe rei.-g 4.3 at c.e sw.

ttl, ANO v(a:SicaM % r CPCit: V)

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. * $0 5;P C T.". C (r.; %(:J.'.C AND FA3-17.8 MT % t;e,t ' rf l! ster ss Tert Pe;mi 25 0 th5 PECTIC % PuC;10M E sil. AO'.E R 44 Sas si.,er,. or4 He v ei it.2 i-aut Test r eis iriC Afic, Rrr em i.,

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su ter.. e ca:e 25 0 Pt Ar oRuasCt it17 en:to.-:2 ti.

e, car:0,. o rCT m ir 4 u..er..i c cices ef Cm e sace u0 vin,,C AT;0s, st,0u 5 c.

a cures ici 73 SE'5vic CATA P[p:sf sil 11.5 EinsateiP ev<*r Resorts 25.1 uecipiceilem 10 A4Atysts Ar:0 C(5 *. RfiORT (El 12 0 C0Cf CCWMIANCE [V) gg g gg,g y,,.g SO ACCv57:C Oat A s!PC : ii) 11.0 UI - ULTR A*MrC (a Av 3 At:0N PRO 27[0 PROT OTyrt it!T R t PO.'t IE P. 'll CECUf'[5 Mt. A'iv Vc MFIC Atl0ta RI-33 0 SUPPLIE R 5Hlbl?e0 PRU4MII0l EO 13 3 Swll5 ft)

CI CURE IEl 10 1 T,.c a: r..si e, v e.J.cen.,a cureris Po R n tyl Shoct 2 of 4

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ep.lar do:wtrC;6 Iht! t%,sn't $4rnict.,;; pai prior to IDracan39, of prior to use of I e docu*'ient en the des ;* laDr calso it'sta JPon. or 9

other worli Croct:s IN le'm is s".o aJ' ;he$ to prd e fait]. and instryclsonal documents Ier han$ng, stora;e. maintenance etc Ihat ar'e of

,enf orr'.ational sr.tarcst o.h to Cr%ect e% Aeerin; sV) - Owa'.tv Ver'f.ca:'en Oatu ems Th.s serem co nct.ses ratetal test reacris heat treatment caris. we!d'a3 records. NCE results. cerf orrea ce test resens, e c.,

r evfs.ch demonstraie or t e'bfy coel3 *a' ce to IPe fr*hnscal or erne; tion re;w.rements el the Grecurement docwTenlL 1.0 D R A'.*!! N CS t E l Ovt.ae 0 treasces. Services and Foundationn.townring Deta 's - Drawings prov>1ing eriernar ea eiose. including isss. center 1.ae s!. loca.an 4-i.ie 1.1 i

v lot electrical cable. condWI. flwd ar51 other service concect.oris.isomeints, and Ceta is related to logrdaDons and mount'ft;s.

l.2 Anemble Cra.wi9gs - Detaded dra Aings ind.Catirg swf fic ent infemahen to f acihtale auently CI L3e camooner.t parts of an sev oment item 1.3 Shop Detad Ora ***;s - Drame;s =%cn grow;3e suff.c'ent deta f to facitta e the tabricaibn or reaauf a:twee of t>e esu oment item. This inc:wees t.i.i mot larmted to. s;ccf gra.,.ngs, b eat enchanger enterral data.:s. internal gio.n; and wiring, c* ass sect.cn details and arce.ite twral detadt.

1.4 Wring Diagrams - Orsain;s wAch shoa the schemanc winns and connechon sformatica for eiectricalitems.

1.5 Connot Lepc Diasrams - Orausgs who show the sains *he inswi s.;mais must foifca 'o auemphsh me recs ted res:enses 1.6 P & ICs - Piping and lastrume'oation 0.a3 rams v.h ch show p. pani evstem delaJs and the bnc contrer efements.

20 PA RTS LIST AND COST (El-E ;toded view witn idennh.d parts and recornmended saare parts for one year's c;erai on a th wnit c:st.

30 COMPLETED BE CHTE L D AT A SH ESTS lEl - informairon provided by a swept.er on data sheets furn shed by Bechte! *aich states senat nustes, c;e.at-;

es.*ges.etc., of equi; ment that ree swg;i.et inrands to dehver to satule the specif. canon requirerrents.

40 INSTRUCT 10?;S (El 41 Erection!!ns:a lation - Detailed written procedures. instructions, and deanings required to erect er insta!I matenal or equeent.

4.2 Ope <aimg - Deca led written instr icnoni de:c:.te; hen an item or syuem show!d be oserated.

4.3 Maintenance - Deta. led written instructions teamred to disauemble. reauemble and rna.ntain items or systems in an operaung condincn.

44 S re Sacra;e and Handhen - Deta led written mttrucboIs v.hrth delme the reoirements aed time genod. for lubrication, ratabon, bea'm.1 trica ce other handling requirements to prevent dama;e ur cetenoration cunng storage anc rand;ing ec ietsste. ehrs inclwoes retwrn sm;;in; restivctions.

50 SCHEDULES ENGIN EERINO AND F AB RIC ATION!E RECT 10'; (El - Bar charu.cntical path r ethods. etc. wh.ch chr actog :any delad i.ne se:ve,:e of SC tivatset EO QUALIT Y ASSU R ANCE "ANU AL.? P C CE DUF ES El - The cocarranth wNc; c'es:nte's) the n'anned and sys:*manc messsres rtar a e usa to au ie tn t a

structurei. syuems.and componenu w.!! meet the resa.re rents cf the orc:s e.ent d:cuments.

e TO Sets'.'IC D ATA

  • EPO RT (El - The analvi,ca! or test cata v.h.ch crences physical res;ense inferrnation on an itern, matenar. com;3neni or rystem in relanon so the cons.nons are;; sed by tse staird seen.c craena.

80 Ari ALYSIS AND D ESIGN REPOR T (El - The anar ncal dau. (stress, rectncat Isad..,g f6id dea ncs etc.l. which assures it'ai a, ite i sanstes s:ec.fies v

re quire m en ts.

90 AC CUSflC [, AT A REFO RT (E) - T.,e no se. sosnd and other vibranon data reawres by specif car on wAch es in the ave,bte ran;r anc asa,a ne se-s,.c fr e q uenc y.

10 0 SAf.tPLES (E) 10.1 A represearahve cata package wNch nJt te submities f ar the i: ems gur:hased as re;were3 in the s;ecificanon 10.2 A representanse enam:te of the raatenalto ne use:

11 0 M ATE RIAL DESCOPTICN (El - Tee tect.n.ca; da:a descre a maienat.sich a sweater preposes to 6se for a s ecific oree. Th.: uswa4 2;;hes to r

arcNtectural nems. e g.meiat si:;.n;. dettera. geors, ca.nrs, ccan. gs 12 0 riE L0iNO PR OCEOU RES ANO QU ALIFIC ATIOt.S (El. Af;0 VE TilFIC ATION REP 0 niS M - The werd.n; procedure sce:.f. cat.c'.anc sscaert1 t

weeld.ng procef ace Chabhcal on t est records requirro for neh'ing. hard f acen;. oser'ay.tratm) and soMcri.'; A venfication re;cri cf e eles :ed:rm;c snc!wces :ne sceal. canon of t'ie ccahf.ed e.e'1arls!. a' J ine pr:ce: stets) wsed. and cetl canon t' int ste we?ccrisi. vere ti.aht.cd 13 0

r. ELD R00 CO'.TORL P'h.1C10L RE S :El. ANO VE Ric; CATION PETORTS tvi - Tr e cracettres fur contrit.eg c:waa:e r J"I F1 1?

sta ea' iht.

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14 C lt EFAIR Pt CCE O'.;f ES lEl

'O ' AJ0 '1 MutR V E nlTIC AT 0*.' AEFC115 !V) - Tne procrcurs for coinc}ng natero! remas "$r<

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wef sing. trais.' e ' lat t:: 'en; t sr.. # tr."c W e9,, M f.etal ;"c(D t ioc e D 'c t rCn. Ve0I< ahn'5 f *C er ts 'nai encW 3e we'J resa.r I;i.t.?~. f J::1 m s'

  • i Test ref erts tre f. f r si WI. D's ;,Q ; ws. aci:1 trag gregernerl tet rgs. I;CE recoros, ett The erscNtion ul whePer a regaer is trof cr t' t is a f ecn:t:

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e 15 0 CLE ANING M.0 CO ATING PROCECU8!S lil. A'.D VERIFICATiCN REPORTS (V) - Trie pro:reares for remsva' of eart stene er o!'e sAace coniaTaral.cn an$ enet.ies a;;bcanG9 of crate:hve c34te*(s Vanl.calici re:3rts #c!w e cert.f.cali:n of e..wa! esameration for sur'aca Creparat om, s/a;e 3rofile, eMatebe's. erC. hum gity f ata, te a;e's!w e fala and cgant; INcafiets gara as re;vireg 6, the groCuleme91 d3cuments.

r Is 0 ME AT TRE ATYENT PRCCEOURES (El. At:0 VE RiFIC Af t0N REPCRTS (V) - The crocesores I:t coet'o' ting temsereture. i.me at iem:eratu e as a r

fu c tion of th.ck f esa Iv Mac, atm Csahere. : 3M; ra:e Jed me'h C 3 ett. Ve 'I<ateoi reports fioma;V *nciWf e IsraaCe cP arts of seminar re:Orit w"hch ::I M.It n

r a9d ceff aly the eterris) toisief.19e prCcefwee bie. furnace atm2sahe'e. Isme at tem;erature, coohrg rate, etc. VenhCatici dall r".8y be en e.tNet narrstne or tabwtar f orm.

17.0 CERTIFIE0 !.f ATERIAL PRJERTY REPORTS (V) e 17.1 UT R (Cert.f.e3 fastenar Test Resorts) - These reosns inc! vee sit chem.(al. phis. cal. met *anical and e'ect ica' croperty test esta re:6. red t e the snatenal s;ecif. canon and a:chcaote estes. TSo is a:chtatJe is cement, concrete, enetais, cette sacaet mater a's. retar, rezar s;! tes, etc. The ceq.f es MTR shalt encivce a statemesi cf ccef arrrance that the ena:enaf eneets the s;ecif.canors re;virements.

17 2 Impact Tes Data - Ressits of sit Char;y er drea we.;st tests in:6,cing spec.rnen confissration. test tempersare and fractsre cata.

17.3 Ferrete Data - Report of the lernie percencap for sta.nfe:s steet materia's used..nc%d.ng cut.agi & welding f.Irer me:a4 as dep:s.re:

17 4 Materal Certificair of Comphanu - Venlicat.on focumeat ah;cs cert.f es ccaformance to the reew rements of the a;plicatie ma:enat s;ecificat.03 17.5 Elecin:ai Prnoerty Re;ons -Re: set of e ectricer characienstres, e g, d#e tnc. imsecance.resista'ce. flame test.carona, etc.

~

1s.0 COU F C0t!.PLtANCE IVI - Venivens documents (such as da:a Forms U-1. N 2. State, etc.).mb:n are pre;ared by t e maw 4cterer or insta4er anbenil.es h

by "a bisorind Co e lasse: tor.

19 0 UT ULTR ASONic EXAYtNATiCN PRCCEDURES (El. AND VE RiFiCATION REPORTS (V) - MetSed of detect on and esaminat.on results et preseace and certas.i characteniti:s of discontinuties and in:tus.ons in restena's by the use of he;S frec.e cy acousti: energe.

20 0 RT R AC10GR APHIC EX A!!IN ATIC*! PRCCECURES (El. ANC VERIFIC ATION REPORTS M e.tethod of cerection and namsa:,oa res,,tts of preseace and cartain chara:ter st.cs of c.scontincties and inctwsions in matenats by a rey or gamera ray es;csste of phctogr,aphic film

'l O t.t T fA AGN ETIC P A RTIC LE Ex A:JIN ATION P HCCICU R ES (El AND V'"lFICATION REPO RTS M - f.!stnod of cetect.on arg esaminat.on ress!ts of surf ace for near *gria:e) c:s:en!F.d4es an FPajoet.c matenati by Cas: arts @n of ;' r 'Ghed ma;9 etic field.

PT Ll0Vic PE NET R ANT E XAYIN ATION PRCCEOUS ES (El. AND N E JiCATION R EPORTS M -- Metase or afeiechen end naminat.on ies.!ts ci surf ace d,s:nannuities in matenais v a;8:arion of a penetra:ir; hq#d in cc,"pe: ten with smatie cevet:ging technicwas.

22 0 23 0 E00Y CURRENT EXAviNATION PROCEDURES (El. ANO VE RIFICATION REPORTS (VI-!?ettod for detecreon and esaminat oa results of dricontinwities in matenst by c,stcrho3 of sl agahed ele:tt:magettic f. eld 24 0 PRESSURE TEST - HYCRO. AtR. LE A K. BUBBLE OR VACUUY TEST PROCEDURE (E). AND VE RIFICATION REPORTS M - tie:ro:I:r en: wane; t%e structarsi and mechan. cal acebaty or interly by a;; brat on f f.!!erential pres: ares, and re; ort of the test results.

25 0 INSPECTION PRCCEDURE IEl AND VERIFICATION REPCRTS (VI - Orgawe3 stocess teitoaae f5.he c.cosse of determinen; that s;e:.fie:

e;# eme9ts (gimeas. ors, picperties, performance reswits, etc ) are rnet. Oscumente: 1.ncm;s reswit.r; from an ana:e:tio a e accisted in ISe venf. cat c' i

re p ort.

26 0 PE R FORYANCE TEST PPCCEOUP.!S IEl AND VE RISICATION REPORTS M - Tests perf atmed to cemonstrate star foncico at cea, s'd operat ena!

parashestrl tre met 49ll the report of tne test iesof ts 26 1 f.iechar.ical Tests. e ;. pum; cumes. va!.e strok.ng. icad. tencera:ure r;se. cal.tration. eaaronmentat. ett.

26 2 Electrical Tests. e g, fCaf. am o fie, overica d. cost aviry. vt,f:s;e, te-;erature nse, cahSrati3n. latsration.lcti, etc.

27 0 PROTOTYPE TEST REPCRT (E & VI-Re::q of a test acn n :edste,es on a s aa:s : or :,c.cai eie cie of ec#omeat rester.ai er item.are.i :i

  • equired f 3r f a:S ette pr3Cated in Crt?r to sets:aitia:e the a:ce3 tab % of etwal sta".l. This riorma;IV i3CNdts lests whic% may. Cr c3wid te es".etlej 10 4:1911in dama;e to the ste*P!;) tested 2$ 0

$UPEllE R SrflE?tNG PREF

  • R A'80*; PRCCE0J:E :El Tee pesce3a e used ta a sas;i.er to prepare f.nis%ed r,areria's or ecwipment f ce s :me'it r

trom h.s facility 13 (Se COsite a

Q y.em 6,

  • f b; n h F _., e s n r 9 '

.J g tg g a4 Sheet 4 of 4 Appendix B - Attachment 1

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EXPANSION TYPE CONCP.ETE A!!CHORS 1.0 CENER3.L Every effort shall be made to establish locations of embeds prior to place-ment of concrete. The basic routes of Category I syste=s (such as piping, cable trays, ducts and conduits) should be laid out early in the design stage to pereit the use of eebedded itens along the routes of these systent.

The embeds are to be used to the maximum practicable extent for attaching structurcl support for items described in Section 2.0.

2.0 APPLIC.',IICMS 2.1 Drilled concrete expansion anchors =ay be used when other' ceans of providing cennections (such as by using e: bedded plates, shapes or embedded anchors) are not practical due to requirements developed af ter cone. rete has been placed or other cocpelling reasons.

Other di' ciplines should be requested to provide titely infor:2tior on s

embed:ent requitecents and cake every effort to utill:e available embeds and structural steel frc=ing f or support connections.

Expansion anchors cay be used for attaching the following ite s as shown in Table 2.1.

ASME Section III Classes I, II and III piping and hanger critical shall be as shown on the Piping Class Su =ary Sheet.

The pipe whip restraints shall be as shown on design drawings.

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Hc Applicction Apolication Catenory See Note (3)

Yes Yes Yes Pipe Supports Q

and High Energy Pipe Whip Restraints Ranger Critical for the Following and High Energy See Note (1)

Yes Yes No Piping Classifica-Pipe Whip Restraints Men-Q ticns

1) ASME Section IIl Classes 1,2,3 Other r

i

2) ANS1 B31.1.0 Non-Q 3)

ANSI B31.1 Yes Yes Yes Q

None Supports for Electrical Cable Yes

- Yes No Trays and H&V Non-Q None Ducts Linited to equip-Yes ment weighing less Yes Yes Supports for Q

than 10 kios (2)

Equiptent Yes '

Yes, No Non-Q None Yes Yes Yes 4ttach=ent to Q and Non-Q See Note (3)

(Filled) Concrete j'-

Block Walls Limited to total Supports for load of 10 kips Yes Yes Yes Structural Q

and Miscellaneous Metal Items Such Critical as Platforms, Support es Yes No Ladders, Handrails, (design for None Supports of sefsnic Miscellaneous

. loading) Non-Q Electrical and l

Ins trumentation Other Yes No No None Itecs fNon-Q except i

Tothf Eelnv i

No No No Fonc LJ Applications such as lighting panels, junction

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conduit, instrument tubing and inter consunicatien

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(For Vedge and Stud Type Ane ors j

ANCHOR MIN.

TEKSION (T)

SHEAR (S)

MIN.

EMBED-DIAMETIR HIST f'e PSI (3) f 'c PSI (3)

SF,',CING IN (1)

(2)

(2)

(2)

(2)

(2)

INCHEJ INCHES 3000 4000 5000 or 3000 4*000 5000 or INCEIS hicher higher

(,)

E 1/4 1-1/8 0.2T 0.30 0.32 0.30 0.4 0.4--

3/8 1-5/8 0.5 0.5 0.6 0.8 1.0 1.1. -

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, 1. 7 -

-~5 -- --

2-1/4 1.0 1.2 1.4 1.3 1.5 5/8 4

2.0 2.0 2.2 2,2' 2.2 2.4 6

.2-3/4 1.6 1.8 1.8

2. 2,

2.2 2.4 3/4 5

3.0 3.3 3.4 3.0 3.3 3.4 1/2 -

3-1/4 2.4 2.7 2.7 3.0 3.3 3.4 l~/$\\

7/8 5-1/2 3.5 4.0 4.5 4.0 4.0 4.5

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4 3.0 3.4 3.4 4.0 4.0 4.5 10 l

6 4.0 4.8 5.6 5.0 5.0 5.6 4-1/2 3.6 4.1

' 4.1 5.0 5.0 5.6 (1)

Free data letter ID-C-145B dated 1/27/76 (3) Concrete strength in psi d

and draft of design guide 2.xx dated (4) The mini =u: cpacirg and ein. e ee distance cay Ee reduced 50% with r May 3, 1977 c

(2) Values based on =anufacturer's data equal reduction i.n,allevable_l sd.

3.2 Expansion anchors shall be not less than 1/2-inch.diaceter for all pipe 1/4-inch and 3/8-inch diameter expansion bolts =ay be used supports.

for attachment of conduits, instrumentation or si=ilar installaticas.

3.3 A minimum of two and a taxicum of eight expansion anchors shall be used at each attachcent, except that one anchor may be used for connect-ing conduit clamps or for si=ilar installations. Only 2/3 of allcwable design loads shall be used for anchors with single applicatien.

Use 50% of allowable design load values when designing for seismic 3.4 loads for pipe supports and pipe whip restraints.

3.5 When an anchor is subjected to both tersion aad sheet loads, the loads may be combir.ed eectorially g/(S" + T ), 2nd use allowable load for tension.

3.6 Enpansion anchors shall net be ased in those areas whern rebars :cquirci for structural reasons are in a congested pattern, for example in bcan

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reffits, beam strips in slabs, colutns, etc.

Hewever, 1/4-inch diare:er bolts with an erbadnent depth of 1-1/4-inch or smaller tay be used in colutns and vertical faces of reinforced concrete beats provided the shall be revicued bv rebar cover is 1-1/2-inch or nore. These cases project engineering on a case by canc bacis.

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3.8 Expansion anchcrs shall not be used for attachecn". to the metaldefekexceptasnotedbelow:

a) When there is no other acceptable cethod of attacheent possibic, expansion anchors can be used for connection to the metal deck as approved by the project engineer /

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contractor. The anchors shall be located as shown below in Figure 1.

(Use alternate Figure 1,,

if applicable.)

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_F,1 cure 1 Alternate Ficure 1 20 gage steel cut and Valley of deck filled with dry '

bent in field to suit pack' grout steel deck

  • dimension varies For Q-listed anchors, the installation of dry pack greut is Q-listed.

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Allowable Design Loads (K!ps) l (For !!ILTI Drop-in Anchdrs Only)

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Minimum

  • LIhen llILTI k'ZT Center-Drop-in Anchors (Y ~~'

l Tension (T)

Shear (S) to-Minimum Arc Used (r,.

f4 psi (2) fa psi (2)

Center Edge for the Sare r; --

8 Anchor Minimum (1) (1)

(1)

L(1) (1) (1)

Spacing Distance C-to-C Spacing g

f Diaoccer Ecbedeien t 3,000 4,000 5,000-3,000 4,000 5,000 (Inches)

(Inches)

. Test..

as Stud Anctors, d

(Inched (Inches),

or fif ther or !!!gher (1)

(3)

Load (Kips)

Reduce Canacity By:

1/4 1

0.4 0.45 0.5 0.35 0.35 0.5 3-3/4 2

1.0 20%

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3/8 1-5/8 0.8 1.0 1.05 0.80 0.85 1.0 5

2-1/2 2.0 20%

i 1/2 2

1.05 1.35 1.70 1.20 1.25 1.6 6-1/4 3-1/4 2.5 20%

1 5/8 2-5/8 1.5 1.90 2.00 2.10 2.45 2.6 8-1/2 4-1/4 4.0 30%

3/4 3-1/4 2.5 3.20 3.25 3.3G 3.50 3.9 10 5

6.0 25%

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(1) Values b ed on manufacturer's data.

l (2) Concrete strength in psi I

(3) Pfintrum spacing and minimum edge distance h be reduced 50% with an equal reduction in allowable load with prior e

I approval f rom project engineering

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(4) See section 2.2 of Specification C-305.

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(1) In this classification, expension anchors can be used for all piping supports where the load does not exceed 15 kips per hanger except as noted below:

(a)

Expansion anchors shall not be used for Class 1 piping over 2-1/2" in dia:eter.

(b)

Expansion anchcrs shall not be used for Class II piping over 8" in diac.eter.

(c)

Expansion anchors shall not be used for piping systets and anchor points as listed in Appendir. D.

(2) Expansion anchors shall not be used for reciprocating

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equipment.

(3) Exprnsion anchors shall not be used to attach Q items and piping to block valls.

Use of expansion anchors on concrete filled block walls shall be limited to supporting light loads for non-Q electrical, mechanical, architectural or instrucentation

, applications.

Any deviation from the use of expansion anchors described above upst be approved by the Project Engineer / Contractor on a case l /b\\

by case basis.

Any conflict between this specification and hanger detail drawings shall be referred to th'e Project

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Engineer / Contractor for r4 solution.

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3.0 DESIC::

b 3.1 The following criteria (Table 3.1 and 3.2) should be used in the

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design:

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The following pipin; shall not be supported by expansion anchors:

1.

Pressuriser Relief 4"-2 ECD-5 6"-2 ECD-6 6"-2 ECD-7 14"-2 ECD-5 4"-lECD-5 6"-1 ECD-6 6"-lfCD-7 14"-1 ECD-5 2.

Pressurizer Spray 2h"-2 C CA h'.'-2 C CA-15 4"-2CCA-15 2 "-lCCA. -

" lCCA-15 4"-lCCA-15

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3.

Makeup and Purification ih"-2HCC-35 1 "-2CCC-3 2 "-2CCB-12

+

2 "-2CCB-2

- 2 "-2CCB-8

(

1 "-1HCC-35 lh"-lCCB-3

_=_

24"-lCCB-12 2 "-lCCB-2 2h"-lCCB-8 4.

Service Water The first two supports on inlet and outlet of auxiliary building chillers on follosing lines:

6"=lRBC-304 6"-lHSC-305 6"-2RBC-304 6"-2HBC-305 6"-lHBC-307 6"-lEBC-308 6"-2HBC-307 6"-2EBC-308 5.

Chilled Water The first two supports on inlet and outlet of chillers on following lines:

4"-1 HEC-34S 4"-lRIC-216 4"-1ELC-235 4"-1HBC-218 4"-2HBC-233 4"-2HLC-216-4"-2H3C-235 4"-2HBC-218 e

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LUIITATIO"5 ON D1 STALLING GROUTED ANCEOR EOLTS, EXPANSION ANCHOR BOLTS, AND/OR REIlECRCING STEEL DI CONCRETE STRUCTURES 1.0 GENERAL CRITERIA 1.1 This specification shall apply to the installation of all grouted and or expansion anchors and reinforcing steel in Q-listed structures.

1.2 Reinforcing bars shall not be cut in the following structural elements without project engineering or resident engineering approval.

1.2.1 Contain=ent shell 1.2.2 Reinforcing steel in the near face of steel lined surfaces (i.e., spent fuel pool, su=ps,-etc.)

1.2.3 Colu=ns, beams pilasters or areas of congested reinforcing (main bars less than 6" apart) 1.2.4 Bundled bars (not including replacement steel) and #14 and

  1. 18 bars 1.3 Pachc=eter, ferroneter or equal rebar locator shall be used to facilitate location of rebar prior to drilling holes in the concrete.

1.4 Relocation of anchor plates shall be as allowed by applicable discipline specification.

1.5 When an expansion anchor hole is abandoned the new hole can be drilled at a mini =u: distance of two (2) ttnes the dia=eter of the hole provided the abandoned hole is repaired in accordance with Section 17 of Specification 7220-C-231 prier to appli:stien :f ';cd on the anchor.

Installation of anchor does not constitute loading the anchor. All abandoned holes shall be repaired prior to applicatica of load.

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u ng spray sys em etween t.e spray noz: es and the seca: lines to the auxiliary feed pump turbine.

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In the event it is necescary to cut reinforcing bars in a slab or vall er unless otherwise noted on the drawings, the reinforcing cutting allovence without prior projec t engineering approval shall meet the following criteria:

2.1 One bar =ay be cut each way each face. The minimu= radial distance to the next cut bar on the same. face in the same direction shall be five (5) feet.

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2.2 in lieu of Seccian 2.1 above, two bars may be cut each'vay, each face,

.Provided the mini =u radial distance to the next cut bar on the sa e "

. face in,the same_ direction shall be ten (10), feet.

2.3 Not more than two (2) bars shall be cut each way each face per anchor plate location.

2.4 Multicutting of the same rebar may be counted as one cut., _, _

2.5 Cutting of deformation does not constitute a cut bar.

'A bar shall be considered a cut bar of the chord distance along the cut is greater than 1/2 the diameter of the bar.

BAR SIZE CHORD DISTANCE ALONG TEE CUT (a)

(

  1. 4 l'/4"
  1. 5 5/16"
  1. 6 3/8"
  1. 7 7/16"

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  1. 8 1/2"

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  1. 9 9/16" l

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  1. 10 5/8" 1J
  1. 11 11/16"
  1. 14 7/8"
  1. 18 9/8" 2.6 In the event the foregoing requirerents are to be exceeded, prior approval of Project Engineering or the Resident Engineer is required.

3.0 DOCUMENTATION All reinforcing cuts in accordance with Sectien 2.0 shall be recorded and transmitted to project engineering for review within 30 days af ter the bar is cut.

The following infor:ation shall be supplied:

a.

Building i

b.

Roce and vall or slab identificatica i

c.

Deleted.

I d.

Near or far face E-2 h,I s

g.

Location of cut with respect to elevation and colt =n lines.

In the event the review shows any design deficiency, modification shall be carried out in the affected area as directed by project engine ering.

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Job 722011idland Proje nnchor Bolf "'

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3 Construc iE,'wa 'k^5S h-r[F Hilti Expansion Type Concreti:

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Torque Verification Tests o'

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re In accordance with specification 7220-C-305, Table 4.1,[Ne JIe'Iii~~

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tests on Hilti " Kwik Bolts" to determine the actual ran e o, t C ~3 The tests were conducted in the following manner:

Three (3) each of the following(size anchor bolts; one-half 5/8"),three-quarterinch l.

inch (1/2"), five-eighths inch (3/4"), ind one inch (l"), uere installed in a three thousand pound (3000 lb) concrete nix to the minimum embedment required by specification 7220-C-305, Table 4.1.

A plate was set over the bolt and the washer and nut were screv:ed The nut was then torqued to the 2.

onto the bolt finger tight.

minimun value shown in specification 7220-C-305, Table 4.1. The number of turns of the nut required to reach the +orque value

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was counted.

A machine (see sketch attached) was placed over each bolt and the test load prescribed by specification 7220-C-305, Table 4.1 3.

If, after tuo (2) was applied and held for tuo (2) minutes.

minutes, the washer could not be moved, the torque value wasIf the washer considered to be satisfactory for a minimum value.could b For example, if the bolt slipped by the slippage on the bolt.before the test load was fully ap raised twenty (20) foot pounds, two (2) minute holding period, the torque value was raised ten At all times the number of turns applied to (10) foot pounds.

If the bolt ran out of thread, a new set each nut was noted.

of three (3) bolts of the size being(tested were installcd and3) b the tests contir.ued until all three torque value.

After the minimum torque value uar deternined, the one-half inch (1/2"), five-eighths inch.(5/C"), end three-qucrtcr inch (3/4")

4.

i their

, bolts were thun given an additienc! test to determ neIf the absolute load was absolute load at that torque value.

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TEST TARGET (MT-3) 10

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IMAGE EVALUATION TEST TARGET (MT-3) l.0 6l9!E3 B1 DE pL"=

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TEST TARGET (MT-3) bl[-lm l

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TEST TARGET (MT-3) l.0 l SIS EM y,[jj l!L23 1.1 j, "2 Ha ll l.8 li 1.25 1.4 l

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t ns was considerad to be proof of the minimum torque value.

The one inch (l") bolts were not given this absolute test be-cause the test apparatus could not measure a load greater thr 8.233 KIPS.

'5 Th'e bolts that were used to produce satisfactory mininum torque values were then retorqued to a higher value and retested to prove they would not slip when the test loads were again rnplied.

The higher torque value was determined by:

1) Uhat the field considered to be a satisfactory working spread between mininum and maximum torque values, and 2)

The highest value the Hilti representatives would allou on the bolts due to their safety factors.

[_,.__,.----

6 The minimum and maximum torque values arrived at for the 3000 pound concrete mix were as follows:

1/2" bolt = 25 foot pounds to 45 foot pounds

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5/8" bolt = 120 foot pounds to 150 foot pounds 3/4" bolt = 220 foot pounds to 250 foot pounds

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1" bolt = 425 foot pounds.to 475 foot pounds 7.

Proof tests were then conducted in the 4000 pound and.5000 pcund concrete strengths to verify the torque values were acceptable in the higher strength concretes.

Some adjustments were made to the ninimum torque values to make them satisfactory in the higher strength concrete.

The maximun values were also adjusted to keep the same spread between the minimum and maximum torque values.

The new values were slightly higher but were not retested in the 3000 pound mix since the torque values were considered to be mini-mum when arrived at in that test.

The final values are as follows:

1/2" bolt = 35 foot pounds to 55 foot pounds 5/8" bolt = 130 foot pounds to 160 foot pounds 3/4" bolt = 240 foot pounds to 270 foot pounds 1" bolt = 425 foot pounds to 475 foot pounds Duri r..] the proof tests fo-the torque range to t,e used for the installation of the Hilti " Kwik Bolts", the nurber of turns on the nut required to obtain the minimum torque value became a significant item.

If the minim"m torque was obtained before a certain number of turns of tne nut were made, the chances of the bolt slipping was about 30%.

If more turns were required to obtain the minimum torque value, no slip occurred.

Based upon observations nade during

' the testing, it became ap;arent that even though the minimum trsrque values were reached with less turns, torquing of the bolts should continue until at least 2 conplete turns of the nuts have been mada on the one-half (1/2") inch and five-cichths inch (5/C") bolts and at least 3 ccaplete turns of the nuts have been made on the three quarter inch (3/4") and one inch (1") bolts.

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securely at the maxir.ua torque value.

The above tests were conducted by Bechtel craf tsmen at the Midland Project Job 7220 under direction of Bechtel field engineering.

The initial tests in the 3000 pound concrete were uitnessed by R. K. Burket, F. Studer, G. McKindles, and P. Halarkey of Hilti, Inc.

The initial test in the 3000 pound concrete was conducted on July 28 and July 29, 1976, and the verification tests in the 4000 pound and 5000 pound concrete t:ere conducted on July 30, 1976.

Ar CCR to specification 7220-C-305 will be submitted to change Table 4.1 to

-reflect the results of the above tests.

If you have any questions on the above subject, please contact Ron Hendricks at the Midland Jobsite.

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