ML20053D734
| ML20053D734 | |
| Person / Time | |
|---|---|
| Site: | LaSalle  |
| Issue date: | 09/23/1976 |
| From: | SARGENT & LUNDY, INC. |
| To: | |
| Shared Package | |
| ML20049J771 | List: |
| References | |
| FOIA-82-168 PROC-760923, NUDOCS 8206070266 | |
| Download: ML20053D734 (400) | |
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s LASALLE COUNTY STATION '
'.N ES 1 AND 2 (Form LS-CE.4) -
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. Table of Contents -
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j e 1.1 Scope . 1.2 Definitions , 1.3 Reference Publications. - i 1.4 Consulting Engineers' Reference Standard Specifications f 1.5 Cdality Assurance Program ' l.6.. Qualification of Expansion Anchor Installers '
- 2. DETAILS 2.1 Types of Anchers b
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. 2.2 Detailed Requirements
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I-3.1 Kinds of Materials - 3.s, .e. ..-.. -.. ,.. -- . .v.,... ----
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3.3 Cross Sectional Areas of Anchers , 3.4 Makes and Tvoes -- - i t.
- 4. INSTALLATION 'I i.
4.1 General Provisiens 4.2 Installing Procedures
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5.2 Pre.isc: Inscectine. Te rc.ue 5.3 Testing Requirements I w( ~ , 8206070266 PDR FOIA 820511 ' 1 KODNER82-168 PDR Fk"C5 na
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Any of the folic. Ing types of expansion anchers may he used: a . S ai "-d . 411.4....-
~ "_;- -ya_
1
- b. Sleeve tvee .
- c. Wedde t_voe
~
2.1.2 For Nuclear safety Relat=d "crk: Only wedge type expansion ancnors shall be used. L 2.1.3 m. h e . k._- . a =. '. v ._ a_ o-o #. a_.c- y a. ..= 3. .c . = .. c.b. . _ s _cu' c.1 1 ...a_ a_ '. ".=_
~
requirements of the following eortior.s of U.S . Federal Specificatica FF-S-325:
- a. " Group III, T_ vee . 1".............for self-drilling =_nchors
.i .
.. b. " Group II, T_vr.e 3r C2: ass 3 " . . . . .for sleeve anchors e c. " Group II, Type 4, Class 1" . . . . .for wedge anchors
? .
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7 than as indicated in Table 1-1. g . s, ,
\/ .g h, . . ~*
'~
. . TABLE l-1
.v. ,. .
t i 'i' Minimu: Ultinata Full-Ou Strength:of ' Expansion Anche:s in Concrete .-1-h a W inu= 1 cc=pressive s::en; h of 3500 psi a: . _5Jea/s , X =inal Insida Dia eter c 3ol: l Dia etar of .2.n:h:: (in.) Ultiti:a ?ull-Ou: Strent:h (l*:s.) : ( j V. 1/4' 700 i I ' N 5/16 l 1.200 ;
, '. ": 1/5 t, 4 1.C00 i
. / ,-
1 3.:. ,n I. 5.' 8 I 5.600 . t' . 1.: .
. l .,..m..,>
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sv e - e v --
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- 8 ENGtNEEKS
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' O 2.2.6 SpeCial ProvisiCns: A'
- I
= a. For all work except nuclear safety related work, expansic .
anchors with 1/4", 5/16" and 3/3" bolt diameters r.ay he . UseA- .4n sn-_14A -- . - m..m e n.,. u, ..,. .-- s l _i .e. .
.. b. r.o. .n"ew ~' a=- ---
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- 22. 'he depth of :he helt shall not erceed the thM=ess of :he *
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- 23. - . ._ , . , .. ,
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- d. ' Tighten the an: hor-in the cwanecti.:n by three full turn's c f he nu unless otherwise steilfied in =2nufa: urar's standards and appr:ved
,n -
by the Censulting I:5 1 cers. This :1phtcning shall proceed
- 4. V ' systenatically frca :he mos: ri;id or irner part of the c nnecti0n te its frac edges. Dt. ring this opera:ica, there shall be no rc:a:ica cf I the parts e:::ept the nu:.
l'
- 5. INS-r C.,.Iu..
..<...S,,.,i...u
.~
2 e
< Ci s 5.1 General Prcrisiens:
. (f. v .q,) '- --
5.1. .l Installed cencreta expansien anchors with == :inal b' ole diametars 1/2"
. or larger are subject to inspection and :es ing, unless otherwis's~ indicated.
I in the Project Specification. <
- f. - . . - - . . .
5.1.2 The services of 2n independen: t.esting Ichorc ory will be provided by . ..
,\*. '
Purchaser for inspeccion :c~as~sure that the requirements of tnis pec:.> czn. , .
.rd.'IV- i are ce:. .
t $ >, wtn t. b~ ' 5.1.3 Installed anchors shall be tested vi:h tes:ing tension eqtg1 to 75" of the o - ulti= ate pull-out s::engths i; dicated in Table 1-1. - 5.1.4 Testing and inspection shall be performed u. sing one of the follcwing reched
- a. Calibra:ad Torque Wrench Inspecting (for sleeve and vedge type anchers
- - ~
c:tly)
/(" %
x). h b. Direct Tensicn Testing -v 5.1.5 Unacceptable ins:alled anchors shall be replaced and then Ee-testad er
~-
re-inspected .. until all :ested installed anchors are acceptable. 5.1.6 The re-use cf e>.,ansica anchors will not be pe =itted. . r .. 5.2 Profe : Ins:2ctine Tereue: , 5.2.1 For Calibra:ed Torqua N:ench Inspecting,the Project Inspecting To:que shall be established as follows: .
- a. Three.anchers of the sa:e grade, size and condi:ica as :hese to be j tested shall be placed individually in a calibratica device capable l of 1 . n.c.,. . _a ., ..,. c.., .. . .e s .< .- .,. . m. e cc .._. . c . . . e..a.es ....:e g..
. o b =. t ". ~.. e. d.. . 4.. . .d s.. '.e .s ... a- a.1 C.". " o .1. .* s '...r' ' ' e s 1..' .' a- -...-....as- *
"-Ja-the corresp:ndin; par: in :he strue:::e.
- b. These three anchors shall be FA ed in the calibra:ed de rice, to full tes:in s tension eqaal : 73'; cf the ultinate pall-out strengths indicated in Table 1-1.
- c. W: caches shall be calibrated at leas: sace each c:hin; day f:: c a :.-
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- d. The. calibr:ticn shall be done by applyin; a torque v ench nnd I
i tightening the nut a s cil arou:,c e .:h tire until the testing tcnsien is reachea. _ae average reading of these e.nree anenors s..a.: s ...:e
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5.3.1 _?or All 1:ork Ixceet Nuclear Safety ?.elatz' ~;ork: ' c a. Testine Secuence ;
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group of two hundred shall be tested. # a3. If one of these two anchors is unacceptable, ten other anchons i
. of the same gr up c:. two nunn.re: snaal .oc testen. .
t a4. If two er core of these ten anch:rs are unacceptable, al' -'en j a So r.= _3 -'.'.e
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b2. Direct T nst- Me:hed: If the.sn: hor undar testing 'shc:ced ne sij: .
. f '%
- cf slip, pull-:u:, er f ailure, the c=chor shall be nece;:ed ::
r(U ) properly ins: ailed. If the anchor under tes:ing slipped, pull:i-::: or failed, :he anchor shall be con idered unacceptable. 5.3.2 For ?:uelsar Safe: .- ?.e12:ed rerk:
- a. Testine Secuence:
al. For each two hundred er.pansion anchers, one e ~rouc cf fiftv.
, expansica en: hors shall be tested using the Direct Tensica Me-h:d en:i t.ne re=a:. Ing enree groups o:. ...:1:ty shall .oc teste,. nsing :ne Calibrated Torque Wrench Me: hod, as follows, c less otharvise .indi:n 4
a2. One in each group of fif:1 concrete expansion pr.chers ins""=# i shall be randenly selected for testing. t . . a3. If this tested' anchor is unacceptabic, two ot'ter anchors in the j f sa=e group of these fif ty anchors shall be tested. . I *
. a4. . 'If one of :hese :vo anchors tested is unacceptable, all c:her
. s. , anchors in this group shall be tested. j -
/
- b. Acceotance Stinda-ds: Sane as Para s ra:h 5.3.1b. 3
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SARGENT & L8)NDY , - ENGINEERS September 20, le. ic . cmeno Revised December 7, 1975 g SPECIFICATION FOR
' h) r
/~'
CONCRETE EXP A.';SIO:; A.':CMOR WORK LA SALLE COC:.Ti S TA;O:. - U:.ITS AND 2 (Form LS-CEA)
- 1. GENERA a*
1.1 Scope
Ccncrete expansian anchor WORK .shall conform to tne requirements of this Standard Specification Form LS-CEA unless otherwise indicated in the Project Specifi-cation or on the design drawings. This WORK shall include furnishing, installing, inspecting and testing of expansicn s anchors where their use is specifically indicated in the Project Specification and on the design drawings. , Concrete expansion anchors shall not be used for any other work without prior approval of the Consulting
; Engineers.
1.2 Definitions
The following terms when used in this Standard Specification or in the Project Specification or on the design drawings, shall have the meanings indicated, unless otherwise specifically stated: 9 1 1.2.1 Self-Drillin Tvne Excansion Anchor:' An externally slit and inrernally rnreadea recular excansion shell, by ^ with a single-cone expander, as shown in Figure 38-1 b) , following: Internal threads To be flesh with concrete surf :e for fastening; , (with bolt or
- i
>. ~ stud) ._.. . .
7., e, j
. .- ~ _ - - ~ ~ c:=- -
i
/ -
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cone
-wh s
e . Expanc.er Expansice S*: ell e
~
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. .. ,,. .. m.n-..eg. , -w. a,--,-- ..
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--r=- -
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/ ~ '~ ~ CARGENT & LUNDY. _. September 30, 1976 ,
.l. "f$jEEras .o _ ,
. Revised December 7, 1975 ,
1.2.2 Sleeve Tyne Excancion Anchor: A slit tubular expansion shield, witn a tnreaced stuc bolt wita integral cone o expander, as shown in Figure 38-2 fol'.owing: -
,N. ,
Nor:: ally flush *
.vith connected .part s . ... ,.
,- Stud Eolt ich -
c s , Integral Cene
- 3
- - c i-l l r.xpan er e..nis
, ,\ ( .v. c.W. -
__en,. ... .
. . s ,
.,c
. . . .. ~
~ .
Expansion Shield
- Figure 3S-2 Tvoical Sleeve Tvoe Exca sien Anchor '
1.2.3 Wedce Tvee Excansion Anchor: A split expansion ring ' or a separate expansion wecge pair, with a threaded stud bolt with integral cone expander or taper expander, (% Lt \ as shown in Figures 38-3'and 38-4 following:
'V . To be in cen:act with connecit! , carts
. . _. ,-. _Expansica P'.ng
.c 1 Stud Sol: vith
- ' rag Integral Cene 3
- igh- - - .- -- I- Expander this end se .;w .. ..
l.l . r_
. I Figure 3S-3 Tvpical Wedre T :e Exe neie- Ja.chor with Cene Ex:ander !
Expansien ,
.. . - - Vedge Fair 1
~.,.- 1
(' ,. .,- i. c
..L.'
>>~s - ~-
xy s.tud sol: vi:h < llill!n' ilj : s ! . Integral _ispar i i
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- ( 1i ,end
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._ ._ .. . .. -- __ . - ~ . --
CARGENT & LUNDY cNo Nccas - September 30, 1976 [i CHICACO - Revised D cember 7, 197
~
1.3 Reference Publications: (()
. 1.3.1 Related Publications of nationally recognized technical sponsoring organizations are specified in this Standard Form LS-CEA by reference. Unless otherwise indicated, all references to these scecified Publications, and to any Publications inclu'ded by reference in the specified Publications, shall be to tre latest issue of each, together with all additions, supplements, addenda, amend-ments or revisions thereto, as of the date of initial Certification of the Project Specification for the WORK covered by this Form LS-CEA. .
1.3.2 In this Form LS-CEA, the following Publications, or portions of these Publications, are referenced; only these referenced Publications or portions are 'part of this Form LS-CEA:
- a. U.S. Federal Specifications: '
al. FF-S-325 ~ Shield, Expansion; Nail, Expansion; and Nail, Drive Screw (Devices, 5 Anchoring, Masonry) a2. 00-Z-325B Requirements for' Zinc Coating,
, Electrodeposited t g{s) 1.4 Quality Assurance Procram: This program is required for nuclear sarery related work only, and shall conform to the requirements of the Quality Assurance Articles of the Project Specification.
i
',l 1 b
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CARGENT & LUNDY *
. EN INEEMS c gggggggg7 39 1g7g j .
Ravised Doc =mber 7, 1975
- 2. MATERIALS .
2.1
- Type and Finish of Materials: Concrete expansion anchors (f(~h 'l ano accessories snail ce mace of carbc, steel with rinc !
plated finish conforming to U.S. Feder:1 Specificar lon 00-Z-3253. Stainless steel may be used in place or l this ninc coated carbon steel, i For nucle:ar saf ety related work, the material supplier shall provide material certification. 2.2 Strenoth of Materials: The material shall have a minimum yield strenctn or oc c000 psi for self-drilling and wedge type anchors, and 50,000 psi for sleeve type anchot_. 2.3 Cross Sectional Areas: The smallest cross sectional area or tne stua colt of an expansion anchor shall not be root. less than the cross sectional area at the thread 2.4 Size Limits: The bolt (not anchor) size limits for expansion anchors shall be as follows: 2.4.1 Self-Drilling Type: 1/4" through 3/4" inside dinmeter of internally thread.ed shel.l.* : 2.4.2 Sleeve Type: i 1/4" through 5/8" diameter ' (( ( ' of stud bolt.
's- 2.4.3 Wedge Typei 1/4" through l' diameter at stud bolt.
2.5' Types and Makes of' Anchors: Concrete expansion anchors i used for tne WORK snall.ce one of the types and maken indicated in Table 38-1. Other concrete expansion anchors i not specified in Table 38-1 may also be acceptable provided i they meet the recuirements of this specification aa.1 are specifically approved by the Consulting Engineces. ,
' 1-t t
1 S I R,,1 n 4 V Ll m .- , , - , - ~ . - - - - - . - ~ > ey -- -- - - ' - - - - ~ -
~~~ - ~:- - ~ "'"~ ~ ~~'
/
SARGENT & LUNDY sept;erte:- 30, 1976 r.N G t N E C R S HOViSCd DOCerber 7, 1976
+N cmcaco , , .
Table 38-1
'Ov ,
Types, Classifications, Use and Makes of Ixpansion Anchors Types of Anchors Self-Drilling Sleeve Wedge , t U.S. Federal Specification I i Group III Croep II Group II FF-S-325 Classifications Type 1 Type 3 Type 4 ,l Class 3 Class 1 - I, . t i For all Work . 1 Permissble Use except Nuclear For all Work 3 Safety Related ; Manufacturers Products t-
$99k gA '
i '
. a. Hilti Fastening Hilti HHS Hilti Universal Hilti Kwik-Solt ,
Systems, Inc. ' Self-Drilling Hex 3st Sleeve Stud Wedge i
, . Anchors Anchors Anchors I-
- b. ITT Phillips Drill Red Head Self- Red Ecad Hex Nut Red Head Wedge.
l-.
}
{. Company Drilling Anchors Sleeve Anchors Anchors 1
- c. Ra= set Fastening Ram-Drill Self- Dynabolt Mark II Trubolt Wedge 5 t Systems -
Drilling Anchors Hex Net Sleeve Anchors j i Anchors 1,
- d. lI The Raw 1 plug Co=pany, Rawl Saber-Tooth Rawl Lok / Bolt Rawl-Stud Wedge Inc. Self-Drilling Hex Sut Sleeve Anchors Anchors Anchors '
Il
- e. >i.,
USM Corporation Parasleeve Hex Parabolt Wedge Construction Products Nut Masonry Anchors Division Anchors lt t
- f. Wej-It Corporation of DH-Bolt Hex Nut Wej-It Double Allied Products Corp. Sleeve Anchors Wedge An: hors t
l
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s l- ' is . Le -
,c. P*
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# $ i l' #
SARGENT & LUNDY september 30, 1976
- ENGINEERS EQVisCd DeCe=ber 7, 137s .
CHICAGC .
- 3. INSTALLATION -
eb() 3 .,1 General Provisions: ' 3.1.1 For expension anchors installed in nuclear safety related concrete, drilling of concrete shall conform to the criteria shown in Table 38-2 and Figures 38-5 and 38-6 except for the following:
- a. For 1/4" diameter anchors with depth of holes less ;
than the concrete cover, the anchors may be installed $ without using a metal detector. I
- b. Expansion anchor shall not be installed in botto- '
of concrete slabs at the ribs of metal deck. > 3.1.2 In locations where metal detector is to be used per Article 3.1.1, the Contractor shall use a deep magnetic ' detector to locate the reinforcement .in concrete. This '- detector may be one of those indicated in Table 38-3: Table 38-3
/
Products and Manufacturers of Magnetic Detectors ! i Products Manufacturers & ('i f~)'s._j a. James "R" Meter James ~ Electronics, Inc. C-4952 Chicago, Illinois : t
- b. Profometer Pro ceq. SA Riesbachstrasse I
57 CH-8034 Zurich 8, Switzerlan - i
- c. CT-4949 A Deep { Solltest, Inc.
Pachometer i Evanston, Illinois I 3.1.3 Reuse of expansion anchors will not be permitted. }; g t e
- - ~ . __ ,- ~ , ,- . *
.NA 9
~.i -
- SARGENT & LUNDY Septer.ber 30, 1976 ENGENCCRS Rav.isen Decerber 7, i n -
- - .j .
- - . cmCaco ,
Table 34 2 [
.(
%g ,
Crkteria for Drilling of Safet, Belated Cenerate r i . Y. m)
. ELEMcrr Mz?AL Ct rc a t t xtt:t3 l 'tCA 10<5 w !st r u, . RIMARIS
, (RA23 MAY BE C'.7) CETEC"0R 73 !! M13 (tAAS S'.A.:.0r NT SI C 7)
Been Top No w ere Far sidd'e half of clear span Beaa Bottou No d ere For and 1/4 of clear spaa Beam Sides Middle half of clear spaa End 1/4 spaa Aachers not to be drilled Figure 33-5 in top & bottom 10" af beam Colu=as No where Full length Stab Sottoms Cther than the f allestas l (a) Middle 1/2 sean Was the ratio of short (a) Middle 1/2 span **Y8'***E r a i= tar
- 5:: 'ha = ==
hS
1***
I ** I'"E thaa o'P**
.5. ueb
. (b) were additioul N 8" " * **i*"'
reinforcirs shown en (c) for openings 1
- to ahort direction
- pg,,
(c) For openings 12" to - For ere I.,, - L3 48" - For opentag d E***E**
- I #
l on each side dimension
- 5'-C" oo each side Figure 23-6
, Sieb Top (a) M.iddle 1/2 apse Every*ere except (b) Except w ere a (a) Middle 1/2 sean (i) Additional rein- (b) Additional reinforcing See remark above j forcing shovu aa shev. os plas plan (c) Far epenings 1:* to i.S" Fisare 38-6 (1 -
(ii) For openings 12" Openi:t dimensiae
/ to A3" - Cpesing
- 5'-0" on each side
]
dimensios
- s'-C* si apenlag on each a a, e a opening
, latorior Walla Full heithe 6 width Derveen 50 where (With a gap at floor & ceiling & col m s top) respectively.
$4 grade balls I Ends 1/4 span (vertical) P.iddle 1/2 vertical spaa
. k I
, Esterior Walls Ends 1/4 spaa vertical (a) Middle 1/2 vertical span '
Above Crade Anchor group specieg ner (b) Other areas des acchar p less than 9' C/C ' groups are closer thaa a i (See ante 3)' 9' C/C }',
.+
5 team Tensel No where 'Estire Area i i F\ ret Pools , No amere Eatire Area Slaba & Walls 4 I l l
. All Cther i Ter anchor groups spa:ed i Anchor group spacee < 9' l Interior Watts t farner than 9' CIC l from eaother sacaer tr:vp t i I (
i Beactor teilding' Mo eere For Entire Area Mat i Cther luilcies ' facest middle 1/2 spaa Middle 1/2 Cat C/: e.1/or Pate es=> d ese-s i sa . s'-3 *
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j i . 'j ELEVATION . I I Exp. anchor allosed, no =etal detector required. I f '!o exp. 2.: hor allcsed. EZ,]* E:a . an: cr .:ll:.e:, -se .c:al de:e::: . . 1 - . , - . . - . . - >,---.. - . . .
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SARGENT & LUNDY September 30, 1976 t
, twointcas Revised December e, 1976
,e -
, CHICA29 3.2 Detailed Recuirements: Concrete expansion anchors shall be insta11ec in strict accordance with =anufacturers'
< (/.'\j specificat' ions and recommendations and the following
~
requirements: 3.2.1 Maximum Deoth cf Holes: Thickness of concrete minus
/
2-1/ 2 inenes. [,342.2 Embedaed Lencths: The embedded length of an expansion' ancnor snail ce the loncest available but shall not
'Fi ,, be less than 4.5 times tne bolt dijmeter for wedge and sleeve anchors and shall not ' be less than four times the bolt diameter for self-Ciilling anchors. For 1/4" diameter anchors, the embedded length may be 4.5 times the nominal holt df ameter in order to satisfy Article 3.1.la. .
s
, i
3.2.3 Scacing
The minin'um spacing of expansion anchors shall be 12 times the no:3inal diameter of anchors (outside diameter of shell for self-drilling type, of shield for sleeve type, and diameter of stud bolt for wedce
, type), unless oth'cr-ise indicated on the deqign drawings i . or approved,by the' , .
Consulting Engineers.f #
-3.2.4 Edce Distence: . 'T5e miaimum distance from the center
/
of an expansion anchoritelanv edce cf concrete shall
- f be 6 times 'the nc' m inal ciaheter of the anchor (outside
,7_ diameter of shell for selfadrilling type, of shield t a for sleeve type, and 'aiameter of stud < bolt for wedge type) .
3.2.5 Drillinc '
- a. For al1' anchors in a connection, drill holes into i the concrete with quality carbide tipped solid .
, , b.its,>using a power drill. ,
r-
- b. The precision with which the hole is drilled is f the critic'al factor in maintaining the expansion [
., anchor's philout value., /;
x : 3.2.6 Tighteninc , i
- a. Drive Che anchors requ~ ired ~for the connection into I the holes then bring all anchors to a " hand-tight" condition so"thd. ill carts Of the connection are in good contact .ath one a'nother.
0, l ; -) b. Tighten the anchor to th'e to ue values civen in
- s. ./ Table 33-4. This tightaning shall proceed system-J ',j atically f reg thG mcOt r d'gid or inner parr Of the Con 9rti?- tu itc f r : e c p ? s s .' O u r i r.c thir - ,
t 'r - : 0 ._1 : -! .: r :d.,aIcf
- a
'., J . _f,l
' ' h, o 4R
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the nut.
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a
, CARGENT & LUNDY S ptember 30, 1976
"" $d "jEo* ""
Revised December 7, 1975
- 4. INSPECTION AND TESTING - POR NUCLEAR SAFETY RELATED 4/7 WORK ONLY U
4.1 General Provisions: Concrete expansion anchors with nominal coir clameters less than 1/2" are to be used for nonessential loads and do not require testing. 4.1.1 Installed concrete expansion anchors with ncminal bolt
' diameters et 1/2" or larger shall be subject to inspectica by Contractor, as specified in this Article 4, and to the extent indicated in Paragraph 4.2.2 unless otherwise indicated in the Project Specification.
4.1.2 The services of a nationally recognized indeoendent /= V
, testing laboratorv shall be furnished and cald for bv
~
Purchaser to perf orm this testingYd'idso'e~E:tio^n,~~iinless' otherwise indicated. 4.2 - Calibrated Torcue Wrench Inscection: 4.2.1 Calibration Torque wrenches shall be certified by testing laboratory as to their accuracy before use. Certification shall i be on a monthly basis after initial qualification. sA ' -
! : V(-) .4.2.2 Incuection Secuence and Frecuencv: ggs g 7, '
/
a. One out.oE.-each..two hundred exoansion anchors installed
~
'but a minimum of one per day shall be randomly ~ ~
selected for tc: ting.
- b. If this tested anchor is unacceptable, two other anchors in the same group as defined in article 4.2.2a shall be tested.
- c. If one of these two anchors is unacceptable, ten other anchors of the same group as defined in article '
4.2.2a shall be tested. i
- d. If two or more of these ten anchors are unacceptable, all other anchors in this group as defined in article 4.2.2a shall be tested.
- c. Information on all expansion anchors that require replacing shall be sent to the Consulting Engineers for review and resolution.
t 1 )
i i
. i Table 38-5 Minimum Testing Torque, ft.-lb.
' ' Nominal Bolti Torcue Rance Diameter l
; Wedge Type Ancnors ,
Sleeve Type An:..crs 1/2" 35 30 e 5/8" l 60 l 55 ! 2/;" 110 j 1" ' 200-- S 12
.,_.---..-..._._.__--.1. . - . -
y-- .
.,, ;* SARGENT & LUNDY September 30, IS7C ,, E N GIN E E R S pevised ;;oyenbor 29, 1973 CHICACC (f '
V SPEC!T:CATIO" FCR CONCRETE E::F d:3IO:. cd. do? ':ORK LA SALLE COL:.'3' STATION - UN ~' S 1 AND 2 (Form LS-CEA) Table of Contents ARTICLE / PARAGRAPH PAGE NO.
- 1. q, GENERAL 1.1 Scope 1 1.2 Definitions 1 1.3 Reference Publications 3 1.4 Quality Assurance Program ,
3
- 2. MATERIALS 2.1 Type and Finish of Materials / .
2.2 Strength of Materials 4
- 2. 3 Cross sectional Areas 4
. (-)s
( _ 2.4
- 2. 5 Size Limits Types and Makes of Anchors 4
4, 5
- 3. INSTALLATION 3.1 General Provisions 6 3.2 .. Detailed Requirements 10 3.3 Repair of Failures 11
- 4. INSPECTION AND TESTING 4.1 General Provisions 12 4.2 Calibrated Torque Wrench Inspecting 12 s
\
v TC-1 I
----. ,9 mv .- c -
E
,'. SARGENT & LUNDY 0'
. , S e*n t e~"ba --' < 1.- s-cN o:Nc c as
... emcaco Revised November 29, ic!E
- , m SPECIFICATIC:I FOR CO,. C 3. ... :. ....: :..r..... . . .
o .m .... .,....,.3
.. uw. ... M. .
I.A SALLE COL.:TY S TATIO:. - . .. I I: 1 A!!D 2 (For: LS-CEA) .
- 1. GE!;E?l{
l.1 Scoce: Concrete excancion anchor WCPI chall conform to the recuirements'of thic Standard Suecification Form LS-CEA uniess otherwise indicated :n t'he Project Specifi-cation or on the design drawings. This WOP 3 shall include furnishing, installing, inspecting and testing of expansien anchors where their use is specifically indicated in the Project Specification and on the design drawings. Concrete expansion anchors shall not be used for any other work without prior approval of the Consulting . Engineers.
1.2 Definitions
The following terms when used in this Standard specification or in the Project Specification or on the design drawings, shall have the meanings indicated, , unless otherwise specifically stated: 1.2.1 Self-Drilling Type Exoansion Anchor: An externally
) slit and internally :nreaded troular exoansion shell, ~ , with a single-cone expander, as shown iin Figure 38-1 i
(( following: 4 , Internal threads - - To be flush with cen: rate surfn=e for fasteninz - (with bolt or
. ,t stud) __ .. . .
j
, . . , ,_ _ _ . -wo .
/ ~
- , - . l-i
., i, .
w~ - - sd& Cone . r . . Expanc,e: Expaashn Shell 1 Fi-.re
. 3?-1 T - i n.1 s e l f -: : i _---s.--- lin - e M.r : s_i.--e. .;. : - :
^'5 s
)*
- r. 1
.y+- ,;..n -,m. .-.e,. - ~ - + . .o . - , . , 3...,- , . - ,
L.> n,....n... n~._ , ., ,.
-. ,- y -
=^ tt u e. N s er i u n u '-
.. Scotecher 30, 1976 C.N G I N C E R S ,
4.ev' : sed ::ovember 2 9, 1975
/. eme co
.I 1.2.2 Sleeve Tyoe Excansion Anchor: A slit tubular expansion shield, witn a tnresced stud bolt with integral cone expander, as shown in Figure 38-2 following:
.(n e .
i Norna11y fluch
.vith conne:ted . cart s ~
, ,7 _ Stud Fol: vi:h y em M Integral Cene
- i ff
% (..:. . a. ,.c l .
- Expander this -
cn . .
. a - _d. ..- .
.- s
~
Expansion Shield
~
lFigure33-2 Tvoical Sleeve Tyre Exransien A.nc5 or .
~
/
f 1.2.3 Wedge Tvoe Exoansion Anchor: A split expansion ring jf or a separate expansion wedge pair, with a threaded stud bolt with integral cone expander or taper expander,
.,F
. as shown in Figures 38-3'and 38-4 following: '
(4 . To_be in contace . vith conneciel parts Expansica Ring
> Stud Bolt with
.c ,
if i . Integral Cone
.]-{- cxpander this end l ! --
- - s, e( 1 at,.9 -- ..
l.] ._ l, Ficure 3S-3 Tvpical Wedge Ty:e Ix: ancien Jr.chor with Cene Ex ander j Expansien Wed;e Fair ,
~- ,
L _ stud seit with
, s , - 3 . s , .. _
i i . r. , N i l, .M. ,. ~ . . _: . Integral Taper
. ; /
.!t pa W.m . . , -
Expander 00i3
. . 1 oo ,s
. e nd
( W . To 4 3 4- c...... . v . t r
..<z. v . . _ _ , _ .. . . . . . . .
x...=....
.:_. =... . .
i-
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.c . .
SARGENT & LUNDY September 30, 1978
.. csc scens Revised November 29, 1970 CHICA30 l l
( l.3 Reference Publications:
- i. 1.3.1 Related Publications of nationally rc:ognized technical sponsoring organizations are specified in this Srandard 4
Form LS-CIA by reference. Unless other.; ice indicated, all refrrences to these specified Publication:, and-to any Publications included by reference in the specified Publications, shall be to the latest issue of each, together with all additions, supplements, addenda, amend- . ments or revisions thereto, as of the date of initial Certification of the Project Specification for the WORK - covered by this Form LS-CEA. 1.3.2 In this Form LS-CEA, the following Publicaticas, or portiens of these Publications, are referenced; only these referenced l Publications or portions are part of this Form LS-CEA: -
- a. U.S. Federal Soecifications:
al. FF-S-325 Shield, Expansion; Nail, Expansion; and Nail, Drive Screw (Devices, Anchoring, Masonry) 5 a2. QQ-Z-325B Requirements for Zinc Coating, i n Electrodeposited 1y ,
.~
1.4 Quality Assurance Procram: This program is required
~ for nuclear safety related work only, and shall conform to the requirements of the Quality Assurance Articles ' ; of the Project Specification. i pt f
f
?
I r o
-1 i:
f.
- , --.g , 7.'m .
- _, 3
, SARGCNT & LUNDY September 30, 1978 rNGINEERS Revised November 29, 1973 )
CHICAGO I
- 2. MATERIALS
- (' r s()2.1 Tvue and Finish of Materials: Cencrete expansion anchors and accessories shall ce made of carbon steel with sinc plated finish conforming to U.S. Federal Specification 00-2-3253. Stainless steel may be used in place of this zinc coated carbon steel.
For nuclear safety related work, the material supplier shall provide material certification. ; L 2.2 Strenoth of Materials: The material shall have a minimun i yield strength of 60,000 psi for self-Frilling and weds,e }
. type anchors, and 50,000 psi for sleeve type anchors. -
l 2.3 Cross Sectional Areas: The small'est cross sectional j
.hareaofthestudbolt of an expansion anchor shall not ;.
be less than the cross sectional area at the thread ! root. ; 2.4 Size Limits: The bolt (not anct:or) size limits for expansion anchors shall be as follows:
~
2.4.1 Self-Drilling Type * '/4" through 3/4" inside diameter of internally threaded shell. [ 2.4.2 Sleeve Type: 1/4" through 5/8" diameter :
; // 'T of stud bolt. I lA_) ;
2.4.3 Wedge Type: 1/4" through 1" diameter of stud bolt. r 2.5 Tvpes and Makes of Anchors: Concrete expansion anchors [ used for the WORK shall be one of the types and makes indicated in Table 38-1. Other concrete expansion anchors not specified in Table 38-1 may also be acceptable provided they meet the requirements of this specification and are specifically approved by the Consulting Engineers.-
?
9 [ (' /~T
\.). <
_a_ !.. w
- r - - - ,,- . ,
SARGENT & LUNDY September 30, 1976 ,
. E N GIN E E R S ' Revised I!OVeCher 29, li E CHIC &GO Table 38-1
, , Types, Classifications, Use and Makes cf Expansion Anchors t (
v, Types of Anchors Self-Drilling i Sleeve Wedge f e L-U.S. Federal f r ecification Group III Group II Creup !! , FF-S-325 Classificaticas Type 1 Type 3 Type a . Class 3 Class 1 i For all Work ( Permissble Use except Nuclear For all Work Safety Related i Manufacturers Products *
- a. Hilti Fastening Hilti HHS Hilti Universal Hilti 6 0.-301:
Systems, Inc. Self-Drilling Hex Nut Sleeve Stud Wedge Anchors Anchors Anchors ! i
- b. ITT Phillips Drill Red Head Self- Red Head Hex Nut Red Head Wadge '
Company Drilling Anchors Sleeve Anchors Anchors j rx :
', (! Ramset Fastening !
- c. Rac-Drill Self- Dynabolt Mark II Trubolt Wedge Systems Drilling Anchors Hex Nut Sleave Anchors Anchors
,f 1 .
- d. The Rawlplug Cc=pany, Rawl Saber-Tooth Inc.
Rawl Lok /Solt Hex Nut Sleeve Rawl-Stud Wedge [ Self-Drilling Anchors Anchors Anchors I
- e. USM Corporation Parasleeve Hex Parabolt Wedge g Construction Products ------
Nut Masonry Anchors Division Anchors j. t
- f. Wej-It Corporation of DH-Bolt Hex Not Wej-It Deuble Allied Products Corp. ------
Sleeve Anchors Wedge Anchers i rs U l , e
-a- !
i t: V
. - . . . - . _ . _ _...._..._.__--____.,._ . . _ _ ~ . _ _ - .__ _ ._ _ _ _ . . .
SARGENT & LUNDY September 30, 1976
., E N G t N E C R ,5 CHlOA GO Revised November 29, 1978
- 3. INSTALLATION
~
3.1 General Provisions: 3.1.1 For expansion anchers installcd in nuclear 22fety relatif concrete, drilling of concrete shall conform to the criteria shown in Table 38-2 and Figures 38-5'and 3.5-6 except for the following:
- a. For 1/4" diameter anchors with depth of holes less than the concrete cover, the anchors may be installed .
without using a metal detector.
- b. Expansion anchor shall not be installed in bottom of concrete slabs at the ribs of metal deck. .
3.1.2 In locations where metal detector is to be used per Article 3.1.1, the Contractor shall use a deep magnetic detector to locate the reinforcement in concrete. This detector may be one of those indicated in Table 38-3: Table 38-3 Products and Manufacturers of Macnetic Detectors t 1 - Products Manufacturers ( (' a. James "R" Meter James Electronics, Inc. , C-4952 Chicago, Illinois i i
- b. Profometer Pro cec. SA Riesbachstrasse I 57 CH-5034 Zurich 8, Switzerland !
f I
- c. CT-4949 A Deep Soiltest, Inc. ~[
Pachometer Evanston, Illinois ! 3.1.3 Reuse of expansion anchors will not be permitted.
. l, i
A 1 r1 i _c_ pj N e -. .,%m_ ,_, m ._ _ m. . -.___ . -_- . . -
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g.,4 g g
- g*
- g.7 o
g *%"" * * %, cmCAGQ '* **' ' * *
- ftble 38-2
( e Critaris for Drilling of Safety 3 elated Coccrete f.g ,
/ -
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I C12.6 MITA.I. CE I:- A .v;T yrttt3 l L.:CATIO53*.e!!! c C. Ar%2J3 (1A15 PAY !E C;;T) :Zit *02 73 !! 'J:E3 (3.AA3 534 L G T !! W i a 8ean Top l Mo w$ere Far siddle half et sie r s;as e i l tesa tat'on Mo eere for er a 1/4 of clear span Seas Sides Middle half of clear spas !si 1/4 span Aschors cet to be drilled Figurs 33-3 is top & bottes 1** of been i Colu-se g No where Felt letgth ; 3 ab Sottcos Other thas the fs11 ewing: ! (a) Middle 1/2 seen W.en the ratio of sa rti' (a) Middle 1/2 spas ! (h) W u e aist-i xal Rgp to lan 4 42 C) re 8f or*L:2 s wa om se sua taas 3.5. tn (b) Where reinforcadd.itional ug shows on plan mAddie 1/2 span sa ese + p g,, (c) for cpe:Ir.gs 12" to amort directics * (c) Far epenings 1** to , 48" * {M e7]5 itt
-0, L;,
- L3 43" - For opeats:
d esatoa +
** ** h
- dirmaston + 3'-0" on each side Figura 33-6
, Stab Top (a) Middle 1/2 apaa Everyw".ere except (b) Ex:ept where (a) Middle 1/2 spas
, (i) Additienal rein- (b) Additional reinfsesing See rec. ark above i forcing shows os shows on plan
. i Figure 35-6
~
plan (c) Far spe n gs 12* to el"
- (ii) For c;eniets 12" Openi:g disresios +
to es" - Cpening
- 5'*0" os eacts side ,
- f. dimension
- 5'-0* si epening *i
.on each side of
- k. O
*, I opening Interior Valla Full height & width between No where l (With a gap at floor & cetting & cols. sa top) respectively.
Subgrade Walls Ends 1/4 span (vertical) Middle 1/2 vertical spaa j i
'd Esterior Walls Ends 1/4 span vertical (a) Middle 1/ vertical spas Above Crede Anchor group spacing not [
(b) Other areas een anchor less than 9' C/C
- groups are closer thao (See note 3)' 3' C/C Steam Tuseel i No ne. ore ' Entire Area l ..
I Fuel Foola g No where Entire Area Stabs & Walls s
- i e
. All Other For anchor groups spared Archor group a:#ced ( 9' Interior Walls fart 5er tha?. 9' C/C face anstSee a: thor group I
Reactor E n tdiegi No stere For Estire Area hat l l Other tulldieg j tucept siddle 1/2 span M'Jdle 1/2 Cet C/C sedler , Mats [ ; ( sep di sesirs
- 6'-T*
on each s.ft a j
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SARGENT & LUNDY September 30, 1976 C N GlN E E R s Revised November 29, 1978 l cmeno l l 3.2 Detailed Recuirerents: Concrete expansion anchors shall l be installed in strict accordance with ranufacturers' i "s specifications and reccamenfations and the following ((\-) requirements: 3.2.1 ~Maxirur Oe:th of Eoles: Thickness of concrete minus 2-1/2 inches. 3.2.2 Embedded Lernths: The embedded length cf an expansion anchcr shall be the longest available but shall not be less taan 4.5 times the bolt dia:eter for wedge and sleeve anchors and shall not be less than four times the bolt diameter for self-drilling anchors. For 1/4" diameter anchors, the embedded length ray be 4.5 tines , the nominal bolt diameter in order to satisfy Article 3.1.la. 3.2.3\Spacine: The minimum spacing of expansion anchora shall be 12 times the ncainal diameter of anchors (outside ~ diamrter of shell for self-drilling type, of shield for sleeve type, and diameter of stud bolt for wedge type), unless otherwise indicated en the design drawings or approved by the Consulting En.gineers. 3.2.4 Edce Distance: The minimum distance from the center
, of an expansion anchor to any edge of concrete shall be 6 times the nominal diameter of the anchor (outside s diameter of shell for self-drilling type, of shield
< ~ (v) for sleeve type, and diameter of stud bolt for wedge i
type) . 3.2.5 Drillinc
- a. For all anchors in a connection, drill holes into the-concrete-with quality carbide tipped solid ,
__ hits, using a power drill. - - ~
- b. The precision with which the hole is drilled is the critical factor in maintaining the expansion anchor's pullout value.
3.2.6 Tightening ,
- a. Drive the anchors required for the connection into the holes then bring all anchors to a " hand-tight" condition so that all parts of the connection are in good contact with one another.
- b. Tighten the anchor to the torque values given in Table 33-4. This tightening shall proceed syste -
atically #re the rrt ricif or i-- : .- r : cf the
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SARGENT & LUNDY September 30, 1976
.. . ENGlNEERS ReVisCd November 29, 1373 '
CHICAGO 3.3 Repair of Failures: Failures shall be rectified as j
. follows:
O T* -3.3.1 Concrete failure: This shall include all cracking or spalling of ne concrete in the vicinity of an installed anchor.
- a. The concrete shall be repaired to have a strength
. at least equivalent to that of the original concrete.
- b. After the concrete has been repaired, the anchor hole may be redrilled. The redrilled hole shall be deep enough to allow the replacement anchor
-to have an embedded length a minimum of 1.5 times the nominal bolt diameter longer than the embedded. ~'
' length provided per Article 3.2.2.
~
- c. All concrete failures shall be reported to the Consulting Engineers for review.
3.3.2 Anchor Failure: This shall include anchor breakage, visible slippage, or loosening to the extent that the-anchor cannot be tightened to the installation torque.
- a. If the unacceptable anchor can be removed without damaging the surrounding concrete, the hole may be redrilled.and the anchor replaced with the next
'T larger size anchor. The embedded length shall
- ,q\
\s ) conform to the requirements of Article 3.2.2.
(
- b. If the unacceptale anchor cannot be removed without damaging the surrounding concrete, the anchor location shall be moved within the tolerance.given for the connection. The minimum distance from the unacceptable anchor to the replacement hole shall bej2.5 times nominal bolt diameter. If this distance exceeds the given tolerance on the placenant of the expansion anchors, the Consulting Engineers
, shall be notified before proceeding. .
- c. All anchor failures shall be reported to the Consulting Engineers.for review.
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4e ei..% - Aa 4 SARGENT & LUNDY September 30, 1976 ENGENEERS Revised November 29, 1979 CHIC &Go
- 4. INSPECTION AND TESTING -'FOR HUCLEAR SAFETY RELATED .
f( WORK ONLY - 4.1 General Provisiona: Installed concrete expansion anchors shall be sub3ect to inspection by Contractor, as specified in this Article 4, and to the extent indicated in Paragraph 4.2.2 unless otherwise indicated in the Project Specification. 4.1.1 The serviceslof a nationally recognized independent testing laboratory shall be furnished and paid for by . Purchaser to perform this testing and inspection, unless - otherwise indicated.
. i 4.2 Calibrated Torcue Wrench Inspection:
i 4.2.1 Calibration Torque wrenches shall be certified'by testing laboratory ~ ' as to their accuracy before use. Certification shall be on a monthly basis after initial qualification. 4.2.2 Insoection Secuence and Frecuencv:
- a. One out of each two hundred expansion anchors i installed but a minimum of one per day shall be ;
randomly selected for testing. sq (b / b. If this tested anchor is unaccepta61e, two other anchors in the same group as defined in article 4.2.2a shall be tested. ,
- c. If one of these two anchors is unacceptable, ten [
other anchors of the same group as defined in . article 4.2.2a shall be tested. ' l ' .\
- d. If two or more of these ten anchors are unacceptable, l 4
all other anchors in this group as defined in i article 4.2.2a shall be tested. e i
- e.
- Information on all expansion anchors that require- $
replacing shall be sent to the Consulting Engineers i for review and resolution. 4.2.3 Accentance Standards: ' Testing and inspection shall be perforned using a calibrated torque wrench.
- a. On inspection, the inspector shall place the wrench on the nut of the selected anchor, and apply torque to the nut until the wrench dial-reading reaches the testing torque given in Table 38-5.
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SARGENT & LUNDY Septe:?.ber 3 0, 1976
., ENGlNEERS Revised November 29, 1975 CMICAGO r .
- b. If the nut of the inspected anchor is not turned, rk i
the anchor shall be accepted. If the not is turned, the anchor shall be considered unacceptable.
- c. Unacceptable installed anchors shall be retorqued or replaced, and then re-tested and re-inspected..
Table 38-4 Installation Torque, ft.-lb. Nominal Bolt' Torcue Rango !
' Diameter Wedge Type Anchors j Sleeve Type Anchors 1/4" 8 10* 8 10* ,
3/8" 25 35 35 50 1/2" 55 65 60 75 5/8" 80 90 90 100 3/4" . 150 175
- 1" 250 300
'. *For 1/4" p Expansion Anchors installed in 1 1/4" deep i
}!
hole, a minimum of Sft-lb torque shall be used.
, Table 38-5 Minimum Testing Torque, ft.-lb. 1 i i Nominal Bolt Torcue Rance -
Diameter Wedge Type Anchors Sleeve Type Anchors i l 1/4" 5 5 7 3/8" 19 _ 19 1/2" 35 10 5/8" 60 55 j 3/4" 110 1" 200 lf
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4 STANDARD SPECIFICATION FOR CONCRETE EXPANSION ANCHOR WORK (FORM LS-CEA) i LASALLE COUNTY STATION UNITS 1 AND 2 i Revision 0 Issued on September 30, 1076 Revision 1 Issued on December 7, 1976 Revision 2 Issued on November 29, 1978 , Revision 3 Prepared By - k' f Date 7-/7-77 Reviewed By Date 7-Z*-7f . Approved By ,M,Uf: fx Date i*% 0."I$ k. o
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' EN GIN E ERS Septerier 30, 1973 -
4: . c*c^co Revised Dececher 7, 1976 I I f(A) , O, s 1 SPECIFICATIO'; FOR CONCRETE ExP;;;S10:; A:.CHOR WORK I.A SALLE CO;::Ti STA"GN - r,'; I T S 1 AND 2 (Form LS-CEA) , Table of Contents I
, , i ARTICLE / PARAGRAPH
- PAGE NO.
1. GENERAL - 1.1 Scope 1.2 Definitions 1.3 Reference Publications 1.4 Quality Assurance Program
- 2. MATERIALS ,
- i 2.1 Type and Finish of Materials
.C 2.2 Strength of Materials M '
2.3 Cross Sectional Areas 2.4 Size Limits 2.5 Types and Makes of Anchors
- 3. INSTALLATION 3.1 General Provisions .
3.2 Detailed Requirements
- 4. INSPECTION AND TESTING
- 4.1 General Provisions 4.2 Calibrated Torque Wrench Inspecting
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SARGENT & LUNDY Septembar 30, 1976 ENotNeta2 Rev. CMsC AGO 3, 7-20-79 s i ? R.; SPECIFICATION FOR CCNCRETE EXPINSION ANCHOR WORK LASALLE COUNTY STATION - UNITS 1 AND 2 (Form LS-CEA) Table of Contents ARTICLE / PARAGRAPH PAGE NO.
- 1. GENERAL 1.1 Scope 1 1.2 Definitions ,
1 1,3 Reference Publications 3 1.4 Ouality Assurance Program 3 1.5 Procedure Documentation 4
,^3 2. MATERIALS
() 2.1 Type and Finish of Materials 7 2.2 Strength of Materials 7 2.3 Cross Sectional Areas 7 2.4 Size Limits 7 2.5 Types and Makes of Anchors 7
- 3. INSTALLATION '
3.1 General Provisions 9 3.2 Drilling of Holes ; 12 3.3 Tightening of Expansion Anchors 19 { 3.4 Repair of Failures 20
- 4. INSPECTION AND TESTING -
4.1 Non-Safety Related 22 4.2 Safety Related Work 22
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b - i , SARGENT& LUNDY CNGENCCRS Septer.ber 30, 1976 c,oc aco Rev. 3, 7-20-79 SPECIFICATION FOR CONCRETE EXPASSION ANCHOR WORK w LA SALLE COUSTY STATION - UN11'S 1 AND 2 (Form LS-CEA)
- 1. GENERA *
~
1.1 Scone
All Concrete expansion anchor WORK shall conf orm to all requirements of this Standard Specification Form LS-CEA unless otherwise indicated in the Project Specifi-cation or on the design drawings. This WORK shall include furnishing, installing, inspecting and testing of expansion anchors where their use is specifically indicated in the Project Specification and on the design drawings. Concrete expansion anchors shall not be used for any other Engineers. work without prior approval of the Consulting.
1.2 Definitions
The following terms when used in this Standard Specification or in the Project Specification or on the design drawings, shall have the meanings indicated, unless otherwise specifically stated: . 1.2.1 Self-Drilline Tvoe Excansion Anchor:' An externally O eti: me 1==e=#e117 =a=e cee =e= 1 = exae==to= =ae11, with a single-cone expander, as shown in Figure 38-1 following: Internal threads - To be flush with concrete surface or ' for fastening recessed a maximum of 1/4" (with bolt or , R3 !' stud) , , _ , , ,
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Expansien Shell Fleure 'i?-1 T pini Sel'-D ri lg_ Type . :.a s ie, A.. : hor a - 1 1 4 t-
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7 1 1.2.2 Sleeve T'/ce Exrancien A cher: A slit tubular expansion p Eniela, witn a :nreacec s:.ud bolt with integral cone Q expander, as shown in Figure 38-2 following: Normally flush *
.vich connected parts ,
Stud Solt with f - - j
. Integral Cone
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~ly _Expant'er this Minimum one washer 8"d* -
- R3 [,*9 --,. - '
See Article'3.2-13'
.E.XPansionShield
*Fleure 33-2 Tvoical Sleeve Tvoe Exo2nsien Anchor 1.2.3 Wedce Tvoe Excansion Anchor: A split expansion ring or a separare expansion wedge pair, with a threaded 1 n stud bolt with integral cone expander or taper expander, l (V as shown in Figures 38-3'and 38-4 following:
To be in contacc j -vi. th conneciti parts . Expansien Ring
.c i .. Stud Bolt with 4[ ,, Integral Cone -
J kiqb l f .
' Expander this end Minimb6 one b'-
w sher required;d'{( R3 ! five maxit:um. 4 )J.:. bedded length' *. f*
- i See Article 3.2-13 -
n . Ficure 3S-3 Tvpical Vedre Ty:e Ex ancien Anchor with Cene Exrander (
,,inimum
.. one washer Expansion g.,",,*-, p'.
R3 required; five fix1.m .# ' See Artic153.2-13 % 4 L _ 5tud Belt with
\ tjh s.7.!!. y' (.,a.
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,3 m / ntegral s I _ taper i; j ;Ir '. M i'- --- M Expandc this I M -
js end li To be in co..t.c.'
- with ccnnected parls f
Fiso e 30.-l. T rMes t Ved.p.c Tvoe E:.e. n: ton Anchor v4.th Tac.1r beender
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i SANGENT & LUNDY September 30,1976 ENG4NCCRS nov. a, 7-20-79 cmc.uo (b\ 1.3 Reference Publications: 1.3.1 Related Publications of nationally recognized technical sponsoring organizations are specified in this Standard Form LS-CEA by reference. Unless otherwise indicated, all references to these specified Publications, and to any Publications Publications, shall be included to theby reference in the specified latest issue of each, together with all additions, supplements, addenda, amend- . ments or revisions thereto, as of the date of initial Certification of the Project Specification for the WORK covered by this Form LS-CEA. 1.3.2 In this Form LS-CEA, the following Publications, or portions ' of these Publications, are referenced; only these referenced Publications or portions are part of this Form LS-CEA:
- a. U.S. Federal Soecifications:
al. FF-S-325 Shield, Expansion; Nail, Expansion; and Nail, Drive Screw (Devices, Anchoring, Masonry) s ()' a2. QQ-Z-3253 Requirements for Zinc Coating, Electrodeposited 1.4 Qualitv Assurance Procram: This program is required
- for nuclear satety related work only, and shall conform to the requirements of the Quality Assurance Articles and.
of the Project Specification. ,
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= SARGCNT & LUNDY F e t t er.be r* 30,1976 e u c . s t e r< s i .e., C= 0 A ;O , 3, y.20 y9 s r~, 1.5 Procedure Documentation 1.5.1 Installation Procedure : For all expansion anchors, Contractor shall submit a complete installation procedure to the Consulting Enginears for review, > prior to any installation, in accordance with Contractor's quality assurance procedure as required. The procedure shall ' describe the implementation of this Form, and shall include, but not be limited to, the following:
- a. Installation process
- b. Equipment to be used
- c. Tolerances for Equipment
- d. Equipment inspection frequency
- e. Types of installation devices and calibration frequency t
'f. Overall anchor length and minimum depth of hole for (s) s/ each anchor diameter R3
- g. Methods to insure and verify proper anchor length (i.e.
narking bolt ends for lengths)
- h. Methods to insure and verify proper hole depth, spacing ~
and edge distance i
?
- 1. Methods to verify actual embedded length of an installed '!
L anchor
- j. Methods to determine the angularity of the installed anchor
- k. Repair methods for damaged concrete ar.2 grouting '
-procedure for patching up trial holes
~ l 1
- 1. Methods to identify the location of a nl.cked.bar
- m. Information to be documented l
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September 30, 197c SARGENT & LUNDY Ecv. 3, 7-20-79 c . . .- tn5
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1.5.2 Ou;11:7 issura..::-
- 2y nsioilitics of the Contractor The Contractor shall be responsible for the quality nanuranco check for the following items in particular, but not limited to:
a) The anchors have been installed to the torquing requirements as specified in the Table 38-8. b) The minimum embedment depth in accordance with the design drawings has been provided. For drawings released for construction before 7-20-79, if no embedment depth is specified, the minimum embedment depth shall be 4.5d. For the drawings released first time or revised showing anchor size / plate changed, on/ after 7-20-79, the minimum embedment depth shall be ' 8d',' if no specific embedment depth is shown on the drawings. c) If the installed anchor is at an angle and the angularity exceeds the tolerances shown in'Section 3-2.3 of this specification, a report shall be sub-mitted to the purchaser. R3
' d) If the nut of the anchor is not fully engaged, a report shall be submitted to the purchaser'.l'-
e) While drilling holes for anchor installation, if trial drills have been made in the concrete wall or , slab, it has to be ensured that the concrete has been repaired by grouting before the final installation of the plate is made.
- f)
Verification of spacing and edge distances as specified in Table 38-5 and Figure 38-6. g) Verification that anchor or concrete failure / damaged rebar reports have been reported on Form LS-CEA 1.0. ' i t
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~ 1.5.? 2.nceticn Prococ'ure t' S a f e t- n:-lete-! " -; onlv):
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'Ihe agency responsible for the inspection and testing specified in Article 4 shall submit a complete inspection procedure to the purchaser prior to any inspection. The procedure shall describe the implementation of this form and shall include, but not be limited to, the following: ,
a) Inspection process and frequency R3-i .
- - b) Equipment to be used '
c) Tolerances for Equipment ] d) Calibration frequency for inspection devices 1 e) Information to be documented 4 }- e 1 'f k i t i i I i
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_ _& #?'_*$ ,'og,j.l ' lolt Mark II Systems Trubolt Wedge !
Drilling Ar W f x Lut Sleeve Anchors t tdors (5 W
- d. The Rawlplug Company, 'Rawl Saber-Tooth Rawl Lok / Bolt Rawl-Stud Wedge Inc. Self-Drilling Hex Nut Sleeve Anchors Anchors Anchors -
s,
- e. USM Corporation Parasleeve Hex Perabolt Wedge Construction Products ------
Nut Masonry Anchors Division Anchors
- f. Wej-It Corporation of Wej-It Double Allied Products Corp. ------
____ Wedge An.chors (~ (- U( 3 i vy'tT~~.M tT** T "* f
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^3.1 General Provisions:
, , 3.1.1 Concrete expansion anchors shall be installed in accordance I e with the manufacturer's specifications and recommendations ( and the requirements of this Form LS-CEA. In case of con-0/ J, flict, the requirements of this form shall govern. ,
- s) a 3.1.2 The minimum cabedded lengths, spacing and edge distance fvr !
expansion a Fors shall conform to Table 38-5 and Figure ~.. .
;j 3 v'
, 38-6 unles! Jiherwise indicated in Article 3.1.10.
je
- 3.1.3 The overa?". anchor length and the hole depth required shall '
1, .f be determ'.ned by Contractor such that the specified minimum embedment length 'Le" (as shown in Fig. 38-6) and bolt R3 < projection can be obtained. - 3.1.4 As a minimum,' anchor threads shall engage'the complete nut, however, a 1/4" thread projection above the nut after installation is recommended. Iftprojection exceeds 1/4", projection shall not be removed without the consent of the Consulting Engineer. A record of enhedment depth and any > length'of removed' projection snall b,e.kept for all anchors. N/ 3.1.5
)
Holes for the anchors may b.e drilled through hardened grout, bu't the embedded lenath shall be determined from the surface of the rough concrete. HolesDfor the anchors may be drilled through surface repaired-concrete, but the embedded langth i anchor spacing and edge distance shall be determined in accordance with Article 3.1.9. Holes shall not be drilled through -grout or repaired concrete that has not completely hardened nor shall grout or concrete be placed around anchors without the approval of the Consulting Engineers. l y+
- 3. l '.I Reuse of expansion anchors shall not.be permitted. l 1,
1 3.1.7 1/4" #> expansion anchors are allowed-in all locations ! provided the required hole depth is ~ 1ess than the effective . j depth of the concrete covering the main reinforcement. 1/t" y expansion anchors shall not be used in solid block walls for.* support of nuclear sa'ety-related items. 3.1.8 . Welding en expansion anchors lis not permitted without
' approval bf the Consulting Engineers.
R3 3.1. 9 For anchors installed in holes drilled through surface repaired concrete, the dimension (Le) given in Table 38-5 shall be increased by a dimension X as shown in Figure 38-5. (d/ where X = thickness of concrete cover plus nominal k xy) ' diameter of outside bar. , i 3 i L _N
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Rev. 3, 7-20-79 ((gjD
-REPAIRED COMCRETE
[ g 6 I . CONCRETE COVER
- b ". * *
. . "i .e.S x
F y n. L } Y J OUTSIDE REEMR Figure 38-5 Anchorb Installed in Repaired Concrete 3.1.10 Refer to Table 38-5 and Figure 38-6.
- a. When two anchors o$ different diameters are installed adjacent to each other, "S" shall be the average of the two "S" dimensions.
- b. If dimensions ED, ES and S cannot be maintained between i two anchor assemblies, allowable erection tolerance indicated on the design drawings should be used to resolve the problem. .
If the problem involves anchors installed by two different contractors, their erection tol;rances should be used or the Consulting Engineers should be notified for a resolution. R3!'
- c. If Le cannot be met, the Consulting Engineers should be notified before work proceeds.
- d. For anchors installed near an embedded steel plate, the i minimum distance between the anchor and the edge of the_ l steel plate shall be equal to the S dimension.
3.1.11 Where the concrete surface is uneven, shimming is required . under the plate in the_ area of the expansion anchor, or it ! is required-to improve the concrete surface. l (.-g O l i i ! l I
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r (.-) 'un:-;- Emecdd -d Lu _ . , c .Jy 02 stance For Enprn nca i.nchors Minimum Nominal Bolt Embedded Minimum Minimum Edge Diameter Length (inches) Spacing Distance (inches) (Inch) Le (Inches) g6 gg (g) 1 4.5d l 8d 65d' 8d' '4.5 d ' 8d' 1/4 1.25" 1.25" 2. 5 1.5 2.0 1 1.0 3/8 1.75" 3.0 4.5 2.5 5.0 1.25 2.5 1/2 2.25 4.0 6.0 3 7.0 1.5 3.5 5/8 2.8 5.0 7.5 4 8.0 2 4.0 3/4 3.4 6.0 9.0 5 10.0 2.5 5.0 1 4.5 8.0 12.0 6 12.5 3 6.0
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SARGENT & LUNDY escin cnc Sc;tember 30,197 f.
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Rev. 3, 7-20-79
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e.... For all expansion anchors, except self-drilling type, holes in concrete shall be drilled with quality carbide tipped solid bits, using a rotary / percussion type power drill. 3.2.2 Each hole shall be drilled precisely in order to maintain
.the expansion anchor's pullout value. The tolerances on-the bit shall be within the tolerances specified by the anchor manufacturer for each anchor size.
3.2.3 The anchor shall be no gore than 5 out of plumb for
'4.5d' embedment and 10 for '8d' embedded length after installation. Angular deviation shall be measured from the top of concrete to the exposed end of' installed anchor.
For angular deviation greater than 3f square or rectangular bevelled washers shall be placed between the attachment and the nut to maintain full bearing of the nut. 3.2.4 The maximum depth of the hole shall not be greater than > the thickness of the concrete minus 2-1/2 inches. Hole depth as determined from the requirements in Article 3.1.10c shall have no negative tolerance. In addition, no positive - tolerance is allowed for 1/4" diameter anchors. R3 () 3.2.5 Holes for the concrete expansion anchors shall not be drilled until the concrete has been cured for a minimum of 28 days. 3.2.6 If drilled holes are not used, they shall be filled with dry-pack grout. 3.2.7 The criteria for drilling holes in concrete shall be as indicated in Table 38-7 and Figures 38-7 through 38-9. t 3.2.8 At locations where a metal detector is required, a deep magnetic detector shall be used to locate the reinforcement
- in the not be concrete cut or nicked.and to assure that the reinforce $ent will Rei'nforcing placement. drawings may be used detector.
as reference in conjunction with the use of the i Table 38-6. This detector may be one of those indicated in Table 38-6
- Products and Manufacturers of Macnetic Detectors Products ,
Manufacturers James "R" Meter James Electronics, Inc. C-4952 Chicago, Illinois 1 Profometer ('TEf'l v Pro ceq. SA Riesbachstrasse 57 CH-8034 Zurich 8, Switzerland CT-4949 A Deep Soiltest, Inc. Pachometer Evanston, Illinois j.' i
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t Septcr.ber 30, 1976 ' g . ::. - ;.. g gy Fav. 3, 7-20-79 x . c. , s _ t r. s C o* U u. f("% d ..:.3- . :n a: . uc.a rc . _ = :. .. ce; an is .:. ::q = red :nd a i reinforced bar is nicked, the following procedure shall be followed:
- a. The location where the reinforcing bar is nicked shall be suitably identified on the beam, slab, wall, column, etc., where this bar is located so that all contractors can identify the damaged rebar location. :
- b. The damaged rebar shall be documented on Form LS-CEA 1.0 or equivalent and sent to the Consulting Engineer for review within-two weeks from the occurrence. For non--
safety related areas, such documentation is not required. Further drilling of holes shall be performed by using a c. metal detector within the following areas: cl. A 18'-0" x 18'-0" square with its center at the point where the reinforcing bar was damaged when the rein-forcing bars are spaced 12 inches or more on centers. c2. A 9'-0" x 9'-0" square with its center at the point. 0 where the reinforcing bar was damaged when the rein-forcing bars are spaced less than 12 inches on ~ centers. (0
' \_j d. It is permissible to cut one reinforcing bar per anchor plate within the areas given in Article 3.2.9c above. For example, consider an anchor plate detail installed with .
'~
four expansion anchors, one expansion anchor may be instal- R3 led through reinforcing steel provided the remaining 1three
' anchors do not hit reinforcing steel and no other damaged reinforcing bars are identified within'the areas given in i Article 3.2.9c above.
3.2.10 In area where metal detection is required, the following r procedure should be followed:
- a. Using a metal detector, the location of all holes to be drilled and reinforcing bar pattern shall be laid out
'(
- on the structural element.
[
- b. If metal detection indicates the presence of a reinforcing i~
' bar at the anchor design location, the anchor plate assembly should 'be moved within the support location tolerance ' (as specified in' drawings) to clear the reinforcing bar. <
- c. If the anchor plate tolerance does not allow sufficient movement to clear reinforcing, the Consulting Engineer shall be notified so that the problem can be resolved before-'
,e proceeding.
t(:) d. If.per chance the reinforcing har is still nicked, the
,i l
l
-procedures given in' Article 3.2.9 shall be followed. !
ta
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- ' : c- IS :c '_ ..n 2.-7 :: Ti g;; 2:.-0 rcfers to I en;s article, cr:lling cf noles is allowed without the use of the metal detector if no reinforcing bar has been identified as danaged within the areas given in Article 3.2.9c. If a reinforcing bar has been cut or nicked, the procedures in Article 3.2.9 shall be followed.
[ 3.2.12 The use of a metal detector is not required for 1/4 inch - diameter anchors. ' l 3.2.13 The maximum-number of washers shall be limited to five. For longer anchor projections, structural plate or thicker ! washers shall be used. I i 3.2.14 The location of an individual anchor can be changed to { facilitate installation provided the following tolerances j are met. [ a) Bolt with '4.5d' embedment: Maximum spacing tolerance'+1d as long as l the minimum edge distance Eetween the , anchor and the plate edge meets the AISC , specification and meets the requirements R3 of E 3, Ed, per Table 38-5. , t b) Bolts with '8d' embedment: The tolerance shall be the same as in Article
~
j 3.2.14.a, except that no negative tolerance ! on minimum spacing is allowed without the approval of the Consulting Engineer. , 3.2.15 Where oversize and slotted holes are provided in the field ! to facilitate installation, hardened washer or structural F plate washers as per section 1.23.4 of AISC. Spec. 1978 shall be used. Such washer shall cover the entire hole [ e area in the plate. Holes can be enlarged by flame cutting i. up to 1/8" less than the required size, and then' reamed to I. the size required. ' 1 . 1 6 1 6
. I'
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Elment No. Description Concrete Slabs
- 1 See Figu' e 33-7 -
Concrete Beams 2 See Figure 38-8 1 Concrete Columns 3 Drilling is allowed with the use of the ' metal detector. < Interior 4 See Article 3.2.11
*;; Above grade For nuclear safety related wall and walls 2
e 5 monolithic to nuclear safety related walls, [ 3 .:' see criteria for walls below grade. For ' E b other walls, see Article 3.2.11. E % 8 Below grade 6 Drilling holes is allowed. For the use of metal detector, see Figure 38-9. Primary Containmenth .
~
Exterior Wall & 7 No drillina is allowed, utile 5 a'5prov'e~d Orywell Floor by consulting' engineer. Concrete Slabs on 8 For the top of the slab, see Article 3.2.11. C Metal Deck For the bottom of the slab, drilling is not R3 allowed. Concrete Finish Jrlhing holes. is allowed. without the
, l 9 use of metal cetector crovided the hole is comple'tely within the concrete finish. However iiuclear Safety Re-gatedanchorsshallnotbeplaced n the minish. :
.f..ontainmer.!
10 No drilling is allowed, g
%s Others 11 Drilling of holes is allowed. For applica-
'E E tion where the metal detector is to be used, r 8 see Figure 38-7. For mats, "L" is the I distance between adj acent column centerlines. [
} Concrete for Steam ,,,
Tc.nels ' Drillina of holes is allowed with the use of Cencrete for Fuel c.e al sector. 13 r cols , Masonry Ble:k Walls 14 No drilling is allowed unless show cn the design drawings or approved by the Consulting Engineers. \ iO 4v Turbine Foundation 15 No drilling is allowed unless approved by I l the Consulting Engineer. ~ s
- NOTE: No expansion anchors allowed in magnetite concrete. I 1
Ji
ts*M e .L'aov 4- =ffee SO*ctember 20, 1976 ([*N .- i h /
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N- I I _ p%/ 1 I t raciten Anchors Allowed
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Chetter bec= A g .- Clear span l 1 ~ i h g ELEVATION I j 1 1 Exp. anchor allowed, no metal detector required. } l'MMM3 No exp. anchor allowed. L. " Exp. anchor allowed, use metal detector. ( ' FIGURE 38-6 CRITERIA FOR DkILLING OF HOLES FOR EXPANSION ANCHORS ; IN CONCRETE BEAMS em e_^ sua v3% W ** tm e p + ses e- _=_-*.~ e +--+ mew
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f Expansion Anchors Allowed i j j No metal detector required See Article 3.2.11 Fm. .- 4 Expansion Anchors Allowed
- F"^- -
Use metal detector . Noted: 1. Di=ension "A" shall be as follows:
- a. If a it.11 colu=n is present, "A" shall be the width of the vall column plus two feet.
i b. If otherwise, "A" shall be the width of the i beam above plus two feet. (p 2. Licension "B" shall be the middle one half of "H" pl but a minimum of 16 feet. i Figure 38-9 CRITERIA FOR DRTLLING OF HOLES FOR EXPANSION ANCHOR IN ALL ' i EXTERTOR CONCRETE WALLS BELOW CRADE AND NUCLEAR SAFETY RELATED EXTERIOR - CONCRETF WALLS ABOVE CRADE .',. [
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i i sM: GENT &LUNDY Septcmber 30, 1976 r c. trs
, ,_ . , , 3, ;_;c_79 e- a.w If")
y 2.3 Tighte.in: cf :: tr.-fer Anchors: 3.3.1 After the anchors for a connection are driven into the holes, J they shall be brought to a " hand-tight" condition so that all ) parts of the connection are in contact with one another. I 3.3.2 For wedge and sleeve type anchors, the anchors shall be tightened to the torque values given in the applicable Table 38-8 or Table 38-9. This tightening shall proceed systematically - from the most rigid or inner part of the connection to its free edges. During this operation, there'shall be no rotating of the parts except the nuts. 3.3.3 A calibrated torque wrench shall be used for tightening expansion anchors. Verification of calibration and recalibration shall be performed per the Contractor's approved procedure.
- The following frequency is acceptable, ,
- a. For a direct reading torque wrench, on a monthly basis.
- b. For snap-type torque wrench, on a weekly basis,
- c. For an air driven wrench, on a daily basis.
Table 38-8 Installation Torque, ft-lb. ~ ' (gx For Anchors Installed in 3500 PSI Concrete T Ncm nal Eolt Tercue hange Diameter b'edg e Type Ancnors ' Sleeve Type Ancnors t.5'd' Emb. 8'd'Emb. 1/4" 8 - 10* 8-10* 8 - 10* 3/8" 25 - 35 27-35 35 - 50 R3 1/2" 55 - 65 65-75 60 - 75 . 5/8" 80 - 90 130-150 90 - 100 L 3/4" 150 - 175 230-270 - 11" 250 - 300 280-320
- For 1/4" O Expansion Anchors installed in 1 1/4" deep hole, a minimum of 5f:-lb. torcue shall be used.
Ter 1/4" 0,3/E" O Anchors The Contractor shall exercise caution not; to over torque the bolt to cauce damage to concrete or bolt. ("N ( \ss\ - t
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sAFcrNT.c LUNDY S ept ceba., 30, 1976 EN ^' ns . . 3, 7-00-79 C P .0 Ac0 _ Tchle 35-9 I
's' Zr?t:l'_tti-- T : r rc e fer ' 7chers Installec in Solic Block Walls Torque Range (ft-lb)
Nominal Bolt Diameter (in) Wedge Type Sleeve Type 3/8 16 1 1 16 i l 1/2 50 1 2 5012 R3 5/8 70 1 2 7012 3/4 135 1 5 -- 3.3.5 For self-drilling type anchors, tightening shall be performed in accordance with manufacturer's recommendations. 3.4 Repair of Failures: Failures shall be rectified as follows: 3.4.1 Concrete Failure: This shall include all cracking or spalling of the concrete in the vicinity of an installed anchor. .
.. a. The concrete shall be repaired in accordance with the project
/)
V concrete repairing procedure.
- b. After the concrete has been repaired, the anchor hole may be drilled in accordance with Article 3.1.5.
r
- c. All concrete failures shall be reported on Form LS-CEA 1.0/or equivalent and sent to the Consulting Engineers for review within one week from the occurance.
3.4.2 Anchor Failure: This shall include anchor breakage, slippage equal to or greater than one anchor diameter, or loosening to . t..e extent that the anchor cannot be tightened ?.o the installatior. torque,
- a. If the unacceptable anchor can be removed without damaging the surrounding concrete, the hole may be redrilled and the anchor repla'ced with the next larger size anchor. The embedded length shall conform to the requirements of Table 38-5 and Figure 38-6.
- b. If the unacceptable anchor cannot be removed wi~thout damaging the surrounding concrete, the anchor location shall be moved within the tolcrance given for the ancho: plate detail. The minimum center to center distance from the unacceptable anchor to the replacement hole shall be 2 times the nominal bolt Lt -
diameter. If this distance exceeds the given tolerance on the
, placement of the anchor plate detail, the Consulting Engineers shall be otified before proceeding.
( I%/)a
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- 1 EAPCENTr: LUNOY Septc=r*or 30, 1976 7 :. s c - -
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- d. All anchor failures and relocation shall be reported on Form
- LS/CEA 1.0 or equivalent and sent to the Consulting Engineers R3 !
for review within two weeks from the occurrence. I + + i . .b }t 4 ? 8 r i i i E 4 l i t s 4 (" . l \ 1 e& J v .l l b N $. e 1 f s g I Y <f > 4 .
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Septerber 30, 1976 5ARGCNT & l. UNDY EOV. 3, 7-20-73 c c, c . . c .; s CMsCA-Q (p) q
.. - - - - -. e - - . - i n r i .,a s.. :.on-safety Related Work:
Contractor shall be responsible for all inspection and testing work as required or as needed, unless otherwise indicated. Purchaser and the Consulting Engineers may, during the course of the WORK, inspect the various phases of the WORK at the Project Site, for full com-pliance with all requirements of this Standard Specification,
. the Project Specification and the design drawings. Any work failing to meet the specified requirements shall be rectified or replaced by Contractor at his expense with no cost to Purchaser. t 4.2 Safety Related Work 4.2.1 General Provisions:
a. Installed concrete expansion anchors shall be subject to inspection and testing as specified in this Article 4.2. b. Inspection and testing shall be performed using a calibrated torque wrench. The torque test shall be performed after a minimum elapsed time of 6 hours and before an elapsed time of 14 days after installation of the bolt. c. The agency responsible for this inspection and testing shall be independent of the Contractor and shall be as
'[ ) designated by the Purchaser.
d. The inspected anchors shall be suitably marked.
- e. R3 The inspection results shall be documented in a suitable test report which should include information such as the following:
el. Compliance with the minimum testing torque requirements I of Table 38-10 for concrete and 38-11 for solid block. e2. Location of inspected anchors. e3. Location anchor. of all anchors represented by the inspected : e4. Signature of inspector and date of inspection. - f. The Engineersinspection report should be submitted to the Consulting for review, i
- 4. 2.2 Calibrated Torcue Wrench Insnection:
- a. Calibration: Torque wrenches to be used for inspection chall be of the dial indicating type and shall be calibra-(I /~'T ted before use to verify that they are accurate in the i testing torque range. The tolerance on these torque wrenches !
d '\ / i shall be within +3 percent. Calibration of these torque wrenches basis. after initial qualification shall be on a monthly gg .
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, , e Septe.tuer 30, 1976 SARGENT & LUNDY Fev. 3,* 7-20-79 i c- . t s
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- b. Trc==ency c..i i 2:e:
(LJ?3 bl. One out of each ten expansion anchors installed, or fraction thereof, but a minimum of one per day per crew per contractor'shall be randomly selected for testing. This frequency shall be applied to anchors of each diameter installed. b2. If the tested anchor is unacceptable, two other anchors in the same group as defined in bl, above, shall be tested. b3. If one of these two anchors is unacceptable, ten L other anchors in the same group shall be tested. b4. . If two or more of these ten anchors are unacceptable, all other anchors in this group shall be tested.
- c. Inspection and Acceptance:
i cl. On inspection, the inspector shall place the wrench. on the nut of the selected anchor and apply torque to the nut until the torque reaches the applicable testing torque given in Table 38-10 or 38-11. v Table 38-10 '. s , gf J
'E .-
Minimum Testino Torcue for Anchors Installed in 3500' PSI Concrete e Minimum Testing Torque (ft-lb) Nominal Bolt Wedce Type Sleeve 4.5d
.j.
Diameter (in) 8d Type , 1/4 5 5 5 3/8 15 15 15 R3 h, 1/2 35 45 45 , 5/8 60 90 90 _ 3/4 110 160 -- 1 200 200 -- l
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i s - - t SA70:NT LUNcy Se;temhcr 30,.1976 2 cscescens c-.u; Ia. 3, 7-:0-79 4
/tg ~.". h i c 2?-11
\j Minimum Testinc Torcue for Anchors Installed in 1500 psi Solid Concrete Block i
? Minimum Testing Torque j Nominal Bolt (ft-lb) Diameter (in) Wedge' Type Sleeve Type l ? 3/8 10 10 ' 1/2 25 25 i 5/8 35 35 3/4 70 -- i a~ , I c2. If the nut of the inspected anchor is not turned, the anchor shall be accepted. If the nut is turned, the anchor shall be considered unacceptable, c3. Unacceptable anchors shall be reported to the responsible Contractor for re-torquing to installation torque and ((^} (_- re-inspection. If the anchor is'again unacceptable, it R3 shall be replaced in accordance with Article 3.4. c4. A record of the following items shall be maintained for each anchor tested or replaced. ! 1. Location of tested anchor i I
- 2. Expansion anchor length marking 3 3. Measurement of threaded bolt projection from the top of the concrete !.
a ! 4. Verification of spacing and edge distances 4' 5. Degree from plumb h 1
- 6. -Check for full engagement of nut
- 7. Check for quantity of washer
- 8. Check for eashers covering oversized holes, and for deformed uashers 1
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4 : September 30, 1976 Rc9. 3, 7 ^0-79 [n) CO:. CRETE E:OANSIO!: A:.0FDP I::5TALLATION
.'- s' -
~
CO:: CRETE O2 A::CHOR FAILURE /DAFAGED RE3AR REPORT Cc=monwealth Edison Company Report No. Date i
- Page 1 of ,
- 1. LaSalle County Station i
Project No. LaSalle County Station Unit -1 Project No., Unit -2
- 2. Building Floor Elevation
- 3. S&L Dwg. No. Detail No.
- 4. Structural Element Affec'ted" e slab (top side)
'[) 9 slab (bottom side) wall (exterior) beam (top) wall (interior)
~ column
< beam (side)
'}
$ 5.
1 Reason for Relocation of Anchor: R3 ^ I m , 4 Rebar nicked Rebar cut f-g _{ o N Anchor failure Concrete Failure 'l
- 6. The depth of damaged rebar inches. t I-
- 7. Loca tion: Attached is a sketch indicating actual location "
of the expansion anchor detail with respect to the nearestfailed which _ column lines andrebar. or damaged elevation and anchor (s) I Sketch shall be - identified by report number and proper page number (s).
- 8. Prepared:
Reviewed: (Installed (NAME) (Client Contractor) INAME) Q.A.) (ORGANIZATION) (ORGANIZATION) 4 e s_; b 4 (DATE) * ..
.(DATE) ,
4' Final I' [ (, 7 y7* ?i" ** , . T*" '5^P ~~
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L Arcrt . i -;.Ur TV /8 4 5v . < 4 rr<i., ' r e< ,
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l . ,k.) . STANDARD SPECIFICATION FOR t CONCRETE EXPANSION ANCHOR WORK
\
(FOPJI LS-CEA)
, LASALLE COUNTY STATION
- UNITS 1 AND 2 PROJECT NO. 4266, 4267 ,
, Revision 0 Issued on September 30, 1976
- Revision 1 Issued on December 7, 1976' -
Revision 2 Issued on November 29, 1978
; Revision 3: .
t Prepared By /3 * ' M^
,7 Date 7- /b7 '7
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I j SPECIFICATION FOR
- CONCRE5~E 5.%i'...:SIO:. ANC!iOR UORK LASALLE COUNTY STATION - UNITS 1 A"D 2
. s (Form LS-CEA) .
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Table of Contents
~
ARTICLE / PARAGRAPH PAGE NO.
- 1. GENERAL 1.1 Scope 1 1.2 Definitions 2 1.3 - Quality Assurance Program 4 1.4 Installation & Inspection Documentation 4 ,
- 2. MATERIALS I l 2.1 Type and Finish'of Materials 7
2.2 Strength of Materials 7 2.3 Cro s Sectional Areas 7 2.4 Size Limits ' 7 R4 2.5 Types and Makes of Anchors 7 Certificate of Conformance 2.6 I 7 {
- 3. INSTALLATION -
3.1 General Provisions 9 3.2 Drilling of Holes l' 13 3.3 Tightening of Expansion Anchors. 22
. 3.4 Repair of Failures 23
~4 . INSPECTION AND TESTING .
4.1 Non-Safety Related 25 4 2 Safety Related Work 25
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.. i__G.. JM02 - b.:_:ITS 1 A::D 2 (Form LS-CEA)
- 1. GENERiL .
. 1.1 Scope: All concrete expansion anchor WORK shall conform to the requirements of this Standard. Specification Form ,
, LS-C.EA unless otherwise indicated in the Project Specifi- l cation ~or on the design drawings. This WORK shall include
. furnishing, installing, inspecting and testing of expansion anchors as indicated in the Project Specification or on the ,
design drawings. The requirements of this Standard Specifi-cati.on shall also apply for attaching hangers for field routed piping and conduits, l.l.1 For purposes of establishina basic requirements for different applications of concrete expansion anchors, the WORK shall '
.be divided into three categories as follows:
- a. Safety Related Work in a Safety Related Structure:
/
f-< al. Requires complete documentation of installation
' (,,) and inspection / testing as given in Articles 1.4 and 4.0 '
- b. ,
Non-Safety Related Wrok in a Safety Related. structure: bl. Requires complete documentation of installation as given in Article 1.4. Inspection / testing ; documentation is waived. .! t
- c. Non-Safety Related Work in a Non-Safety Related. R4 l Structure: F i
cl. Installation, inspection / testing and the use of g metal detection is waived. Cutting of reinforcing i steel is not allowed. , !. 1.1.2 Classification of Structures & Components . For classification of Safety Related and Non-Safety Related Structures and Corponents, refer to the corresponding design drawings. " Class-I Structure," marked on structural-drawings shall be cansidered as Safety Related. In. case no classi- + fication has been shown on the drawings, it shall be construed to be Non-Safety Related Structure / Component.
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- U :.- ina u n .:,cho::;- *rhu ol: v.:ing 1.er.:c, W en ured in this Standard Specification or in the Project Specification or on.the dasign drawings, shall havo.the meanings: '
l.2.1 -Self-Drilling Tvoe E:.:.nansion Anchor: An external 3v. slit
.and internally throuded tubular expansion shell, with'a single-cone expander, as shown in Figurc 38-1: - . Internal threads < 'To be flush with con::cte su;fece or ,
for .,as.ening s recessed a maximum of 1/4 (with bolt or ..
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- i' Typical Self-Drilling Type Expansion Anchor j.
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g_ . un, expander, nr. sho;.n .in 2igurc 38-2 folle.ung: . To Le in Contact ' uith connected f e ]}j -- f.^ Stud Bolt with parts. C -- i G.2 E r-- ' =2 Integral Cone el!l> "k ) m% b'b Expander this Jinimum one washer , 3 csy =_gQ cnd. p required; five " "iL - maximum. See ' Article 3.2-13 Expansion Shield
~
Figure 38-2 Typical Slee'a Type Expansion Anchor 1.2.3 Uedge Tyce Expansion Anchor: A split expansion ring and (or a separate expansion wedge pair), a threaded stud bolt with integral conc expander (or taper expander), as shown in Figures 38-3 and 38,-4 following: To be in contact with connected parts -
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Expansion Ring es ,t. y~~') ^M ( 'F.) l , c." Stud Bolt with p,,;i) i IIU Integral Cone
"' l Minimum onc "'1 1 O -'
Expander This End washer required; five maxi ~num. 34 See Article 3.2-13 i
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Figure 38-3 Typical Wedge Type Exoansion Anchor with Expansion Ring and Cone Expander . f ' Minimum one washer ' required; five naximum.1) Expansion .i See Article 3.2-13
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2 1.ssurance I.rticle:' cf the Project S'OC.l f.i ca tipn . 1.4 Installation and Insocction ' Documentation
- 1. 4 .1. Installation Procedure:
Contractor'shall submit a complete instaliation procedure to the Consulting Engineers for review, prior to any installa-tion, in accordance with Contractor's quality assurance procedure. The procedure shall describe the implementation , of this Form, LS-CF' .nd sha.11 include but not,be limited to, the following:
- a. Installation process
- b. Equipment to be used
- c. Tolerances for, Equipment -
- d. Equipment inspection frequency Types of installation devices and calibration frequency
~
e.
,3 f. Overall ancho. length and minimum depth of hole for m) each anchor diameter. ,
- g. !!ethods to insure and verify proper anchor length (i.e.,
marking bolt ends for lengths).
- h. Methods to insure and verify prcper' hole depth, spacing and edge distance from anchor to edge of concrete or ,
steel lined openings. R4 e
- i. I:ethods to verify actual embedded length of an installed l, anchor with no marking for bolt length. ,
j~
- j. Methods to determine the angularity of the installed anchor. f
- k. Repair methods for damaged concrete and grouting procedure g for patching up abandoned holes -
- 1. Methods to identify the location of a nicked bar.
- m. Information to be documented.
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The Contractor shall be responsible for the quality assurance check for the following items in particular, but not limited to: t
, a. Ensure use of an approved installation piccedure. R4
- L
. b. The anchors have been ' installed,to the. torquing . . .I requirements as specified in the Table 38-3. !
- c. The minimum embedment depth in accordance with the design drawings has been provided. For drawings released for construction before 7-20-79, if no .
, embedment depth is specified, the minimum embedment I
- depth shall be 4.5d. For the drawings released first -
time or revised rhowing anchor size / plate changed, on/ after 7-20-79, the minimum embedment depth shall be
'8d', if no specific embedmont depth is shown on the "
drawings. n
.* 1 f.
. d. If the. installed anchor is at an angle and the angularity ;
exceeds the tolerances shown in Section 3-2.3 of this
,. . specification, a report shall be submitted to the
.C/"% purchaser.
- e. If the nut of the anchor is not fully engaged, a
, report shall be submitted to the purchaser.
- f. While drilling holes for anchor installation, if trial drills have been made in the concrete wall or ,
slab, it has to be ensured- that the concrete has been ' repaired by-grouting befcre the final installation of the plate is made. -[' t i
- g. Verification of spacing and edge distances as 'specified i in Table 38-5 and Figure 38-6.
Verification that anchor or concrete failure / damaged
- h. '
rebar reports have been -reported on Form LS-CEA 1.0. ' ' ft)
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SARGENT & LUNDY Form LS-CEA E N GIN E E R S CHICAGO Rev. 7 *10-27-80
'r Inspection Procedure (Safety Related Work Only):
./).4.3
(_; The agency responsible for the inspection and testing specified in Article 4 shall submit a co.mplete inspection procedure to the Purchaser for reciew prior to any inspection. The proceduro shall describe the impirmentation of this form and shall include but not be limited to, the following:
- a. Inspection process and frequency -
- b. Equipment to be used
- c. Tolerances for equipment
- d. Calibration frequency for inspection devices
- e. Information to be documented f
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- SARGENT & LUND)
Form LS-CEA ENGtNEERS Rev. 7 10-27-80 CHICAGO t'h 2. l g .
!!aterials 2.1 Type and Finish of liatorials:
Concrete expansion anchors and accessories shall be made of carbon steel with ninc plated finish conforming to U.S. Tederal' Specification 00-2-325B. Stainless steel may be used in place of this cinc coated carbon steel. ' i-2.2 Strength of 11aterials: , The material shall have a minimum yield strength of } 60,000 psi for self-drilling and wedge type anchors, and 50,000 psi for sleeve type anchors. The material shall have a minimum tensile strength of 75,000 psi for all a.mhors . . 2.3 Cross-sectional Areas: Tne smallest cross-sectional area of the s'tud bolt of i an expansion anchor shall not be less than the cross-- I sectional area at the thread root. p 2.4 Size Limits: The bolt size limits for expansion anchors shall be as follows: (all sizes shown on design drawings are bolt t l-sizes for sleeve and wedge type anchors). i . l 2.4.1 Sleeve Type: 1/4" through 5/8" diameter of 1 i stud bolt. ' 2.4.2 Wedge Type: 1/4" through 1" diameter of stud bolt.' ! l
*- 2.5 Types'and Makes of Anchors: <
i e Concrete expansion anchors used for the WORK shall be one of the types and makes indicated in Table 38-1. Other L concrete expansion ancnors not specified in Table 38-1 may also be acceptable provided they meet the requirements f of, this ' specification and are specifically approved by the Consulting Engineers. .
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2.6 Certificate of Conformance
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Form LS-CEA SARGENT & LUNDY Rev. 7 10-27-80 ENGINEERS CHIC AGO s s '
; 1 TAELE 38-1 i
Types, Classifications, Use and "akes of Expansion Anchors
; Types of Anchors Sleeve Wedge
, l i
r U.S. Federal Specification Group II Group II FF-S-325 Classifications Type 3 Type 4 Class 3 Class 1 Permissible Use For Block For All Work li Walls Only ' Manufacturers Products
- a. Hilti Fastening --
Hilti Kwik-Systems, Inc. Bolt Stud i
, Wedge Anchors b. ,-' ITT Phillips Drill Red Head Hex ' ^' Red Head Company Nut Sleeve Wed.ge Anchors l
1 l Anchors
)
- c. Ramset Fastening Dynabolt Mark Trubolt Systems II Hex Nut Wedge Anchors ,
Sleeve Anchors
- d. The Rawlplug Rawl Lok / Bolt Rawl-Stud Company, Inc. Hex Nut Sleeve Wedge Anchors l' Anchors
- e. IK!! Corporation Parasleeve Hex Parabolt l
Construction Nut Masonry Wedge Anchors D t i Products Divirion Anchors if. Wej-It Corporation -- Wej-It Double { of Allied Products Wedge Anchors Corp. ' ( 1 l l
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SARGENT&LUNDY. . Scptenber 30, l ') -* 6
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- CMICaco Ecv. 6 2-12 .90
*j 1.3 , Ourlity Accurance Phcr - (For Nucicar Scfoty Realted '::rk b ~~~_y): .
s..:_:. c:..:cre to the recurrcr:. . cf the Ou:1:.ty
. surance Articles' cf >:he Prc3ect Spe ci f ica t:.cn .
l.4 , Installatica and Insrection Documentation 1.4.1 Installation Procedure: Contractor s; tall submit a ec=plete installation procedure to the. Consulting Engineers for review, prior to any installa-tion, in accordance with Contractor's quality assurance procedure. The procedure shall describe the implementation l~ :of this Form, LS-CEA, and shall include but not be limited to, the following: I <
- a. Installation process -
- b. Equipment to be used *
- c. T.olerances for Equipment .
- d. Equipment inspection frequency ,
- e. Types of installation devices and calibration frequency ch f, Overall anchor length and minimum depth ~of hole for U cach anchor diameter.
- g. Methods to verify proper ancher length (i.e. , marking
-bolt ends for lengths).
R6 h..- Methods to verify proper hole depth, spacing and edge s
' distance from anchor to edge of concrete or steel lined openings. -
I 1. Methods to verify actual embedded length of an installed ; ) anchor with no marking for bolt length. i. j ., Methods to determine the angularit'y of.the installed 4 anchor.
, k. Repair methods,for damaged concretie and grouting procedure for patching up abandoned holes i
1
- 1. Methods to ide .tify the location of a nicked bar.
- m. Information to be documented. -
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- Job'4266/4267 p
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- SARGENT & LUNDy September 30, 1976
.- cscanccas Rev. G 2-13-80 CMICA30 ,
I d 1.4.2 Ou211ty Arrurac-a '------;' ~in- ' ~'^ Oc.tr c c:
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y, 4 The Contractor shall be rescensible for the quality assurance check for the following items in particular, but not limited to:
- a. Ensure use'of an approved installation procedure.
- b. The anchors have been installed to the torquing requirements as specified in the Table 38-8.
.. . c. The minimum embedment depth in accordance with the design drawings has been provided. For drawings ' released for construction before 7-20-79, if no embedment depth is specified, the minimum embedment -
depth shall be 4.5d. For the drawings released first -
., time or revised showing anchor si e/ plate changed, on/ * '
after 7-20-79, the minimum embedment depth shall be ,
.'8d', if no specific embedment depth is shown on the drawings. ,
'd. If the installed anchor is at an angle.and the angularity exceeds the tolerances shewn in Section- 3-2.3 of this.
. specification, a report shall be submitted to the
, purchaser.
) ~
If the nut of the anchor is not fully- engaged, a e. report shall be submit'.ed to the purchaser. 1
- f. While drilling holes for anchor installation, if trial drills have been made in the concrete wall or slab, it has to be' ensured that the concrete has been ,
repaired by grouting before the final installation of the plate is made.. '
- g. Verification of spacing and edge distances as specified - '
in Table 30-2 and Figure 38-6. " i
- h. Verification that anchor or concrete failure / damaged rebar reports have been reported on Form LS-CEA 1.0.
- i. Check quclity of weld for ucided plate unshers shown in Tables 38-4A and 38-43, as per the approved welding K procedure.
1
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" ECN #1044 Page 4 of G Job 4266/42G7 j , , .*
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SARGENT* L'JNDY September 30, 1976 CNCINCCAG Rev. 6 2-13-50
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!.- t:1'. ic.- T:rque for ' chers (N>[') '7
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!.c=1nal ce;- Torcue Fance (ft-lb)
Diameter (in) Uccee Type i Sleevo Type I 3/8 16 1 1 16 + 1 1/2 50 + 2 50 + 2 5/8 7 0 ,.+_ 2 70 .+. 2 3/4 135 + 5 ---
3.4 Repair of Failures: Failures shall be rectified as fo~1 lows:
3.4.1 Concrete Failure: This shall include all cracking or spalling of the concrete in the vicinity of an installed anchor.
~
- a. The concrete shall be repaired in accordance with the _
project concrete repairing procedure. -
- b. f ter the concrete has been repaired, the anchor hole 'may be drilled in accordance uith Article 3.1.5.
- c. All' concrete failures shall be reported on Form LS-CEA 1.0/
or equivalent and sent to the Censulting Engineers for (("} review within two weeks from the occurrence. 3.4.2 Anchor Failure: This shall include anchor breakage, slippage equal to or greater than one anchor diameter', or loosening to the extent that the anchor cannot be tightened to the installa-tion torque. *
- a. If the unacceptable anchor can be removed without damaging the surrounding concrete, the hole may be redrilled and the anchor replaced with the next larger sice anchor. The embedded length shall conform to the require =2nts of .
Table 38-2 and Figure 38-6. For such cases, 1"# anchors may be replaced by 1-1/4"D anchers having minimum embedded - length (Le) of 8", installation torque of 400 + 30 ft-lbs - and testing torque of 250 ft-lbs minimum. i
- b. If the unacceptable anchor cannot be removed without damaging the surrounding concroce, the anchor location shall to coved within the tolerance given for the ancher plate detail. The minimum center to center distance from the unacceptable anchor to the replacement hole shall be 2 times the nominal bolt diamater. Jf this distance exceeds the given tolerance on the plcccment of the anchor plate detail, tne Consulting Engineers shall be notified.before 7r proceeding.
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, ECF 11044
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. ... ._ i The acency responsible for thc inspection and testing specjfied in Article 4 chall submit a comnictc incocction proce?.ure to tile Purchaser for revioW prior to any' inspection ,
The procedure shall describe the implementation of this form ! and chall incit:de but not be limited to, the following:
- a. Inspection process and frequency ?
l b. Equipment to be used . I c. Tolerances for equipment ,
- d. Calibration frequency for inspection devices 2
, c. Information to be documented ' 9 e e i
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2.1 T"*:e and Pinir.h of :: L urJ r.] s : Concrete expansion anchors and accessories shall be made of carbon steel with zinc plated finish conforming to U.S. Federal Specification 00-2-3253. Stainless stcci , may be used in place of this zine coated carbon steel.
- R4 2.2 Strenoth of Materials: .
The material shall have a minimum yield strength of 60,000 psi for self-drilling and wedge type anchors, and 50,000 psi for s1 cove type anchors. The material shall have a minimum tensile strength of 75,000 psi for all anchors.. 2.3 Cross-Sectional Areas:
.The smallest cross-sectional area of tbc stud bolt of ~
an enpansion anchor shall not be less than the cross-sectional area at the thread root. 214 Size Limits: .
<s The bolt size limits for onpansion anchors shall be as
'(,_) follows: (all sizes shown on design drawings are'b61t
*R4 sizes for sleeve and wedge type anchors). I 2.4.1 Self Drilling Type: 1/4" through 3/4" inside diameter of internally threaded shell.
I 2.4.2 Sleeve Type: 1/4" through 5/8" diameter of stud bolt. , 2.4.3 Wedge Type: 1/4" through 1" diameter of stud bolt. e, !J I 6' 2.5 Tyoes and Makes of Anchors: . Concrete expansion anchors used for the WORK shall be one of the types and makes indicated in Table 38-1. Other concrete expansion anchors not specified in' Table 38-1 may also be acceptable provided they meet the requirements of this spccification and are spccifically approved by the Consulting Engineers. 2.6 Certificate of Confarmance For nuclear safety related work, the material supplier shall provide certificate of conformance for each shipment R4 made to the site. Jn)
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rF-5-325 Classificaticns Type 1 Type 3 Type 4 ) Class 3 Class 1 ', Tor r.11 Uerk in Permissible Use Non-Safety Related Structures except F M Ud M~ Block Walls
~
Manufacturers Products
- a. Hilti Tastening Hilti Ib.'ik-Bolt Systemn, Inc. etud Uedge
' /',1 Anchors -
Ut i
- b. ITT Phillips Drill Red Head Self- Red Head Hex liut Red IIcad Hedge Company Drilling Anchors Sleeve Anchors Anchors
. c. Ra:nset Fastening Ra=-Drill Self- Dynabolt Mark II Trubolt Wedge Systems Drilling Anchors Hex Nut Sleeve Anchors Anchors
- d. The Rawlplug Ceepany, Res.1 Saber-Tooth Rawl Lok / Bolt Raul-Stud Wedge !
Inc. Self-Drilling Hex Nut Sleeve Anchors Anchors Anchors
, e. l'S" Corporation Parasleeve Hex ~Parabolt Wedge Construction P:oducts ------
Nut Masenry Anchors Division Anchors
- f. Wej-It Corperction cf Wej-It Double Allied Preducts Corp. ------
____ Wedge Anchors [ \
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3.1 General Provisions: 3.1.1 Concrete expansion anchors shall be installed in accordance with the manufacturer's sp.ecifications and recommendations and the requirements of this Form LS-CEA. In case of con-flict, the requirements of this form rhall govern. 3.1.2 The minimum embedded lengths, spacing and edge distance for expansion anchors shall confo'rm to Table 38-2 and Figure 38-6 unless otherwise indicated in Article 3.1.10. - 3.1.3 The overall anchor length and the hole depth required shall be determined by Contractor such that the specified minimum .. enbedment length and bolt projection can be obtained. 3.1.4 As a minimum. anchor threads shall engage the complete nut, however, a 1/4" thread projection above the nut after installation is recommendac. If projection exceeds 1/4", projection shall not be removed without the consent of the Consulting Engineer. If consent is given, a record of embedment depth shall be made for all anchor with removed R4
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projections.
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" Holes for the anchors may be drilled through hardened grout, but the embedded length shall be determined from the surface of the rough concrete. Holes for the anchors may be drilled through surface repaired concrete, but the embedded length shall be determined in accordance with Article 3.1.9. Holes shall not be drilled through grout or repaired concrete that has not completely hardened nor shall grout or concrete be placed around anchors withcat the approval of the Consulting Engineers.
8 3.1.6 Reuse .of expansion anchors shall not be permitted. 3.1.7 1/4"E expansion anchors are allowed in all locations of einforced concrete, provided the required hole depth is less
. 5an the ef fective depth of the concrete covering the main reinforcement. 1/4"E expansion anchors shall not be used in solid block walls.
3.1.? Welding en e::pansion anchors is not permitted uithout approval of the Cons 1Lting Engineers. 3.1.9 For anchors installed in holcs drilled through surface repaired
- concrete e:: tending beyond the rebar cover, the dimension (Le) R4 given in Table 38-2 snall be increased by a dimension X as shown in Figure 3S-5. In addition, 1/4"O expansion anchors are y:(f 4 s) not allowed to be installea through surface repaired concrete.
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where X = thickness of concrete cover plus nominal diameter of outside bar. . . _7 .. _ _ _ _ . - . , _ . . .
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I I Anchors Installed in pepaired Concrete 4 ( "' ! 3.1.10 Refer to Table 38-2 and Figure 38-6, where in: S = Center to Ccnter distance batween anchors in adjacent ' assemblies ED = Edge distance, measured from center of the anchor to I the nearest concrete edge i E3 = Edge distance, measured from conter of the anchor to ! the nearest surface of a steel lined opening (sleeve, etc.) j a. When two anchors of different diameters are installed adjacent to each other, "S" shall be the average of the two "S" dimensions. .': I
- b. If dimcnsions ED, ES and S cannot be maintained between 8 tuo anchor assemblies, allowable crection tolerance '
indicated on the derign drawings should'be used to resolve the problcm. If the areblem incol'ces anchors installed b? tuo different contractors, their erection tolerances should be used or the Censulting Enginec E should be notified for a resoluticn. '
- c. For anchold installed to a minimum of '8d' embedded length, L. shall be te the untorqued position of the expan-
, ,, sion ring. For anchors installed to the 4.5d embedment
;I length rc.uirement, Le shall be to the bottcm of the R-;
y - anchor before torquing. For such anchorn (4.5d) , a minimum dcyth of '3.5d' after torquing shall be acceptable. 6 . -%ew -.- - % , .%-. . , . - . - -
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shall be the 'S' dir:ncion. t 2.1.11 Where the concrete surf ace is uneven, the following shall . be the acceptance criteria for uneven surf ace between the ! plate and the nounting surface:
- a. Gaps up to 1/8" maximum are allowed in the following cases: '
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- 1. h'idth of the gap does not exceed 1" along the full length of the plate.
- 2. Gap extension into the plate beyond 1" is limited to "
20% or less of the plate length (i.e. , at least 80% contact length is available beyond 1". ,,
- b. Gapa larger than 1/8" are not allowed, and shall require concrete surface improvement or shimming as required in paragraph (d) through (f).
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- c. Mounting surface and the plate shall be assumed to be in contact when 1/32 inch thich plate inserted between them makes contact with both the surfaces, and for such cases no shim is required.
(- d. For gaps not meeting the requirement's of (a) and (b) above, the concrete surface shall be improved by grinding or bush han=ering. Alternatively, the gap may be filled by inserting shims be' tween the plate and the mounting surface to ensure that 80% length along the edge is evailable.
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- e. The shims shall be flat or tapered, of the thickness as required and may be made discontinuous between adjacent anchors. The material for shims shall be ASTM A-36. I
- f. Each shim shall be tack-weliled to the plate at two ends.
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3.2.2 Each hole shall bc drilled precisely in order to maintain the expansior. anchor's pullout value. The tolerar.cc on
, the bit shall be within the tolerances cpecified by the anchor manufacturer for each anchor size. The drill bits R4 as recommended by the anchor manufacturer for each anchor size shall be used. .
3.2.3 The anchor shall be no more than 5 out of plumb for '4.5d' embedracnt and 10' for '8d' embedded length after installation. ,. Angular deviation shall be measured from the top of concrete or plate surface to the exposed end of installed anchor. R4 For angular deviation greater than 3*, square or rectangular bevelled washers shall be placed between the attachment and the nut to maintain full bearing of the nut. . 3.2.4 i The maximum depth of the hole shall not be greater than the thickness of the concrete minus 2-1/2 inches. In addition, for 1/4" diameter anchors, the ma'ximum hole depth is 1 inch. - em - 4 ; 3.2.5 Holes for the concrete expansion anchors shall not be drilled until the concrete has been cured for a minimum of 28 days. . 3.2.6 If drilled holes are not used, they shall be filled with dry pack grout. The grout is to have a minimum compressive 34 strength of 3500 psi. ' i f 3.2.7 The criteria for drilling holes in concrete shall be as , indicated in Table 38-5 and Figure 38-7 through 38-9. i 5 3.2.8 At locations where a metal detector is required, a deep magnetic detector shall be used to locate the reinforcement ; in the concrete and to assure that the reinforcement will - Reinforcing placement drawings may, 1 not be cut or nicked. ' be used as reference in conjunction with the use of the detector. This detector may be one of those indicated in Tabic 38-3 Table 39-3 Products and ,.'a:.uf acturers of Mac . etic Detectors Products "anufacturers James "R" Meter Janes Electronics, Inc. C-4952 Chicago, Illinois t ,,
\ , Profcmeter Pro cea. SA P.icsbachstrasse
( l\ > 57 CH-5034 Zurich 8, Switzerland CT-4949 A Deep Soiltest, Inc. ;
. Pachometer Evanston, Illinois t I
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- a. The location where the reinforcing har is nicked shall be suitably identified on the anchor plate where this bar is located so that all contractors can identify 34 the damaged robar location.
- b. The damaged rebar shall be documented on Form LS-CEA 1.0 '
~ or equivalent and sent to the Consulting Engineer for ,
review within two weeks from the occurrence. R4 .
- c. Further drilling of holes shall be performed by using a metal detector within the following area.s:
cl. A 18'-0" x 18'-0" square with its center at the point where the reinforcing bar was damaged when the rein-forcing bars are spaced 12 inches or more on centers. c2. A 9'-0" x 9'-0" square with its center at the point where the reinforcing bar was damaged when the reinforcing bars are spaced less than 12 inches on centers. (~l
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- d. It is permissible to cut one reinforcing bar per anchor plate within the nreas given in Article 3.2.9c above. For example, consider an anchor plate detail installed with four expansion anchers, one expansion anchor may be installed through reinforcing steel provided the. remaining three anchors do not hit reinforcing steel and no other +
damaged reinforcing bars are identified within the areas given in Article 3.2.9c above. ,
- e. When it is permissible to cut reinforcing steel, it shall be cut using a quality diamond carbide tipped bit. R4 t
3.2.10 In area where metal detection is required,'the following I procedure should be followed: ,
- a. Using a metal detector, the location of all holes to be drilled and reinforcing bar pattern shall be laid out on the structural element. *
- b. If metal s.etection indicates the presence of a reinforcing bar at the anchor design location, the enchor plate asrcraly shculd be tc' zed within the allowable crection c.olerance indicated cn the design drawings to clear the reinforcic.g bar.
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shall b;: noti'ied so that the problem can be resolved before proceeding.
- d. If per chance the reinforcing bar is still nicked, the procedures given in Article 3.2.9 chall be followed.
3.2.11 Where Table 30-5 or rigure 38-7 to Figure 38-9 refers to
. this article, drilling of holes is allowed without the :'
use of the metal detector if no reinforcing bar has been i identified as damaged within the areas given in Article 3.2.9c. If a reinforcing bar has been cut or nicked, the procedures in Article 3.2.9 shall be followed. 3.2.12 The use of a metal detector is not required for 1/4 inch diameter anchors. 3.2.13 The maximum number of washe'rs shall be limited to five. If more than five washers are required, the consent of the R4 Consulting Engineers shall be obtained. 3.2.14 The location of an individual anchor can be changed to facilitate installation provided the following tolerances are met:
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-[v-.s a. Bolt with '4.5d' embedment:
11axim.:= spacing tolerance +1d as long as the minimum edge distance between the anchor and the plate edge :reets the requirements as shown in Table 38-4, and meets the require- 34 ments of E s . Ed, per Table 38-2.
- b. Bolts with '8d' embedment: '
The tolerance shall be the same as in Article ; 3.2.14.a, except that no negative toleiance - on minimum spacing is allowed without.the approval of the Consulting Engineer. i Table 38-4 i 111ninum Edge Distance for ' Punched, Reamed or Drilled Holes (inches) At Rolled Edges of - Anchor Size At Sheared Ed;;es Plates or C:s Cut t uges 1/4" 1/2" 3/8" R4 3/8" 3/4" 1/2" 1/2" 7/8" 3/4" 5/S" 1-1/S" 7/S" (h)
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I I , i t' ' 3.2.15 h'here oversize and slotted holes are provided in the field to facilitate installation, hardened washer or square structural plate washers as shown in the Table 38-4A 6 38-G shall be used. Such washer shall cover l the entire hele area in the plate. Holes can be enlarged }
- , by flame cutting up to 1/8" less than the required si
- :e; - l i and then rear.ed or rotary filed to the size required. '<~ i l
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p - . - - . . . . . . . . . . - . . . . . ... - i j-i E i L .c.it No. Lu.c.ri%i;n l Concrete Slat's* 1 See Figure 33-7 - Concrete Beams 2 See Figure 38-3 Concrete Columns 3 Drilling is allowed with the use of the metal detector., , Interior 4 See Article 3.2.11 , E For nuclear safety related wall and walls 7s Above grade 5 u monolithic to nuclear saf.ety related walls, see criteria for walls below grade. For 3 .S 2 b other walls, see Article 3.2.11. E Y< 8 W Below grade 6 Drilling holes is allowed. For the use of metal detector, see Figure 38-9.
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- rnary. Contalnuenu r.xterior Wall & 7 No drilling is allowed, .unles.1 aoproved
- Drycell Floor by consulting enoineer.
Concrete Slabs on 8 For the top of the slab, see Article 3.2.11. Metal Deck - For the bottom of the slab, drilling is not
',{y all owed. -
Grilling holes is allowed proviaed the hole is - Concrete Finish - 9 completely within the concrete finish. fletal detection is not required. However, anchors R4 installed in Safety Related structures shall not be placed in the finish unless shown on the design. drawings _or approved.by Consulting..Eny i Containment t'o drilling is allowed. . 10 , 1 g
% Others 11 Drilling of holes is allowed. For applica- .
'E :gc tion where the metal detector is to be used, !'
8 see Figure 3S-7. For mats, "L" is the
"- distance between adj acent column centerlines.
i Concrete for Stean 12
' W""0IS Drilling of holes is allowed v:ith ~the use of Ccacrete f or Fuel g metal detector.
Pools
!!asonry Sicck Walls 14 No drilling is allowed unless shewn on the design drawings or approved by the Consulting Engineers.
([v? , Turbine Foundation 15 No drilling is allowed unless approved by ~
. the Consulting Engineer. l
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- NOTE: No expansion anchors allowed in magnetite can'cre.te. .,
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"qnl ELEVATION
- 1 1 Exp. an: hor allowed, no metal detector required.
- . a) M f d No exp. anchor allowed.
['~ ~~ ~j Exp. anchor allowed, use metal detector. FIG'JE 38-S- CRITERIA FOR DRILLING OF HOLES FOR EXPANSION ANCHORS j IN CONCR NE BEAMS .
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A r 1 i See Note 1 ! INSIDE FACE ELEVATION !
/ (TYP.) t Expansion Anchors Allowed ~
No metal detector required l l See Article 3.2.11 , Expansion /.nchors Allowed { -- -"- -Q-- Use netal detector .
- l Dimension "A" shall be as follows:
Noted: 1.
- a. If a vall colu-.n is present, "A" shall be the -
vidth of the vall column plus two feet.
- b. If other.tise, "A" shall be the width of the beam above plus two feet.
n (
\ . x( 'l 2. Die.:nsion "B" shall be the middle one half of "H" but a minimum of.16 feet. .
i Finure 3829 CPITERIA FOR DR7LLINC OF !! OLES FOR EXPANSION ANCliOR IN ALL . i' i l'XTERTOR CONCRETE W.*sLLS !!!:1.0'.? GP).DE AN!) N!'CI.E.%R S AITTY REf>.T7.D EXTERIOR - CONCRETE WALI.S MC\'E GRADE 4-*--**-*;- m
,em 2 } e.
f-
~ ' ye=;.-wr .y ...__
..,,.w,,.m_,
_y..._.... __ ._
.=..
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- I t iv " / .'
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.'2 r icc .- at- n c. _ . . .:.
, they shall he _ O sp.; t > a hand-t h .t cnaC1 tion eO that al ! parts of the conucction c.rc in contact with one another. 3.3.2 For wedge and sloove type anchors, the an hors shall be . , tightened to the torque values given in the applicable Tablo , 38-6 or Table 38-7. This tightening shall procced systematically ' from the most rigid or inner part of the connection to its free . edges. During this opcration, there shal.1 be no rotating j
- of the parts except the nuts.
! 3.3.3 A calibrated torque wrench shall be used for tightening 2 expansion anchors. Verification of calibration and recalibra'io.i t shall be perforn.ed per the Contractor's approved procedure. j j The following frequency is acceptable. . .. , i a. For a direct reading torque wrench, on a monthly basis. 'I
- b. For snap-type torque wrench, on a weekly basis'.
1 t Table 33-6 Installation Torque, ft-lb. , (. For Anchors Installed in Hininum 3500 PSI Concrete _. . . ~ . . - , . . ~
' 1;ominal Bol:
- Torque.Ranga-- -
Diameter Wedg e Type Anchors Sleeve Type Anc5 ors ,
~
'4 5'd' Emb.I8'd'Emb_.- - -
~ 1/4" 5-8 5-8 5-8 3/8" 25 - 35 27-35 35 - 50
.. e 1/2" 55 - 65 65-75 60 - 75 +
t 5/8" 80 - 90' 130-150 90 - 100 - t 3/4" 150 - 175 230 -270 , 4 1" f . . 250 - 300 G80-320
! The Contractor shall cxcrcise caution not-to cVer torque the bolt to cause damage to ccncrc:c or bolt. -
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, SAnct!.:7 o LUr:DY S e p t a 3 A .* 30, J 'M 6 t: :: c e re t. r n r.- nev. 4,.7-9-79 U.tCACO >
Tchic 3D-7 i i II.I'n 3.t!'2.12 c tc l l c$I5 ll_ 725._iP.Lfgr An cAc;; s o 2.n Lol:0 b]ock Galls i Torque Range (ft-lb)
. Nominal Bo't Diameter (in) Wedge Type Sleeve. Type I i 3/8 16 + 1 16 + 1 i 1/2 50 + 2 ,
50 + 2 e 5/8 70 1 2 70 1 2 , 3/4 135 + 5 - 3.3.5 For self-drilling type anchors, tightening shall be performed in accordance with manufacturer's recommendations. . 3.4 Repair of Failures: Failu'res shall be rectified as follows: - 3.4.1 Concrete Failure: This shall include all' cracking or spalling of the concrete in the vicinity of an installed anchor, f
\
- a. The concrete shall be repaired in accordance with the project ~
concrete repairing procedure.
- b. After the concrete has been repaired, the anchor hole may be drilled in accordance'with Article 3.1.5.
- c. All concrete failures shall be reported on Form LS-CEA 1.0/or equivalent and sent to the Consulting Engineers for review l within two weeks from the occurrence. R4 l' 3.4.2 Anchor Failure: This shall include anchor breakage, slippage $
equal to or greater than one anchor diameter, or loosenin to I the torque. extent that the anchor cannot be tightened to the inshallatier[ t
- a. If the unacceptable anchor can be removed without damaging the surrounding concrete, the hole may be redrilled and the anchor i replaced with the next larger size anchor. The embedded length
- shall conform to the requirements of Table 38-2 and Figure'38-6.
- b. If the unacceptable anchor cannot be remored without damaging . .
the' surrounding concrete, the anchor location shall be moved within the tolerance given for the anchor plate detail. The minimum center to center distance from the unacceptable anchor-tolthe replacement. hole shall be 2 times the ncminal bolt'.
< diameter. If this distance exceeds the given tolerance on the. ,
( )- placement of the anchor plate detail, the Consulting Engineers
. . hall be notified before proceeding. ,
4 .
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7 - - - -.- - ,-,.n n ,- n..---- -y-
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- S A F. G r.f?T & L. U N D Y 8 0 1 t e r.b e r !,0, J yj g t t< c.ite r t s s c...,<..,.
nev. 4 7-9 f9
- c. Unneccpt allc anchcrr t h .L cannot br- rer.aved uithout f.0 ..n the surroundi - concret. chall h : - the2 r project. int enu em.
of'. th;s 1, go.-cut or fler.-cut inothod is acceptable ior rer.ov - . 1 ; oJcct)on.
- d. All anchor failurcs and relocation shall be reported on Form LS/CEA 1.0 or equivalent and sent to the Consulting Engineers for review within two uceks from the occurrence.
1 j e e o 9 O , i e e 9 (O .
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S e p t.: ' b .. r 30, 1976 S /. T-: c E ! !T u L i l .*.' D Y heV. 4 9-7-79 ttac. r.1 1 NS L v ,"
),.: Ir'tection nf ".4 ..r: ,w/
4.1 Non-Safety Related Work: Contractor chall be resnon',1ble ror all Inspection and testing work as required or as needed, unicss otherwise indicated. Purhcaser and the Consulting Engineers n.cy, during the course of the WORK, inspect the various phases of the WORK at the Project Site for full compliance with all requirements of this Stendard Specifica-tion, the Project Specification and the design drawings. ' Any work failing to meet the specified requirements shall ; be rectified or replaced by Contractor at his expense with ! no cost to the Purchaser. 4.2 Safety Related Work - 4.2.1 General Provisions:
- a. Installed concrete expansion anchors shall be subject to inspection and testing as specified in this Article 4.2.
- b. Inspection and testing shall be performed using a ,
calibrated torque urench. The to'rque test shall be performed af ter a minimum elapsed time of 6 hours and before an clapsed time of 14 days. V
- c. The agency responsible for this inspection and testing shall be independent of the Contractor 'and shall be as designated by the Purchaser.
- d. The inspected anchors shall be suitably marked.
- c. The inspection results shall be documented in a suitable .
test report which should include information such as , the following-el. Compliance with the minimum testing torque require- I l ments of Table 38-8 for concrete and 38-9 for ; solid block. - c2.. Compliance with requirements of minimum embedded lengths, spacing, edge distances, bolt projection beyond nut and plumbness, as indicated i'n Table 34 38-2, Articles 3.1.4 and 3.2.3. Location of inspected anchors. e4. Location of all anchors represented by the inspected anchar. ( / e5. Signature of inspector and date of inspection.
- f. The inspection report should be submitted to the Purchaser R4
,for review. '
"I
. Septerner 30, 11:70 .
, G/J:c,ENT n t. tinny IMv . -l 9-7-79 LNcinntr.s t v .~ % o e
I (, - )
. . . . a ' M t.t.ed 'I orqu e r. a ch Inr...v:c t ion :
- a. Calibration: Torque wrenches to be used for inspection shall be of the dial indicating type and shall be calibra-ted before use to verity that they are accurate in the testing torque rcnge. The tolerance on these torque wrenches shall be uithin +4 percent. Calibration of these torque wrenches after initial qualification shall -
R4 be on a monthly basis. ,
- b. Precuency and Sequence:
lil . Maximum one anchor per assembly, but a minimum of one out of each ten expansion anchor installed R4 in that assembly, shall be selected for testing. b2. If the tested anchor is unacceptable, all the other anchors in the assembly as defined in bl, above, shall be tested.
- c. Inspection and Accertance cl. On inspection, the inspector shall place the wranch on the nut of the selected anchor and apply torque
/^T to the nut until the torque reaches the applicable
\~) testing torque given in Table 38-8 or 38-9.
Table 38-8 Minimum Testing Torque for Anchors Installed in a Minimum 3500 PSI Concrete R4 Minimum Testing Torque (ft-lb) l Wedge Type Sleeve { Nominal Bolt Type i 4.5d 8d Diameter (in) , 1/4 5 5 5 3/8 15 15 15 1/2 35 45 45 5/8 60 90 90 3/4 110 160 -- 1 200 200 -- l i I (_) . I 1
. s !l i
i
., . .~ -_ _ . _ . _ _ . . . _ _ . . . . _ .
. Scpt<.:acr 30, 19'/6 sr.ncr:<T r. LutmY g .,. , f 9. .,, _ .g . ,
- t. :: ..:c
<.c>..r f
" $.i c M-9 Minimum Testing Torgue for Anchors Installed in 1500 psi Solid Concrete Block 1
' Minimum Testing Torque i
Nominal Bolt (ft-lb) Diameter (in) { Wedge Type Sleeve Type ' 3/8 - 10 10 - 1/2 25 25 , e
! 5/8 -
35 35- ', ' + 3/4 70 -- c2. If the nut of the inspected anchor is not turned, the
- anchor shall be accepted, If the nut is turned, the . .
. anchor shall be considered unacceptable. >
j c3. Unacceptable anchors shall be reported to the responsible
- Contractor for re-torquing to' installation torque and re-inspection.
If the anchor is again unacceptable, it shall be replaced in accordance with Article 3.4. c4. A record of the following items shall be maintained
~
for each anchor tested or replaced. l , 1. Location of tested anchor '
- j. 2. Embedded depth, determined by one of the following i methods: 3
'a . Anchor length marking and measuring projection !
R4 :
- b. UT - Conforming to ASTM E-ll4 ;
k . i
- 3. Verification of spacing and' edge distances-as [
- defined in Article 3.1.10.
- 4. Degree from plumb
- 5. Check for full engagement of nut 1
- 6. Check for quantity of washer
- 7. Check for washers covering oversized holes, and for ,
L < g-deformed washers. o . T 1 A* s .
.2
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- ly
SeptcH : r 30, 3 97I s _, Pev. i, 7-20-79 CC'. C : ' . . * . r.
. . . . .
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Commonwealth Edison Company
\
Report No. 4 Date' Page 1 of 4
- 1. LaSalle County Station S St 'i "
Project No. Unit -1 O 'rojec*t P No.,""*Y Unit.-2 l
- 2. Building Floor Elevation 3 ., S&L Dwg. No. Detail No.
- 4. Structural Element Affected" fp '
'(j O slab (top side) Owall (exterior) g slab (bottom side) Ovall (intcrior) 9 0 beam (top) Ocolumn O beam (side) ,
< , r
[$ 5. Reason for Relocation of Anchor: i u't 4 Rebar nicked Rebar cut I g i i o Anchor failure O Concrete Failure : N
- 6. The depth of damaged rebar inches. [
- 7. Location: Attached is a sketch indicating actual location 1
of the expansion anchor detail with respect to the nearest column lines and elevation and anchor (s) which failed or damaged rebar. Sketch shcll be identified by report number and proper page-number (s).
- 8. Prepared: Reviewed.
(Installed (NAME) (Client (!;AME) Contractor) 0.A.) ( - g{nj (ORGANIZATION) (ORGANIZATION) i t (DATE) (DATE) ' r
._.....m.._ -2 8_ -. _. Fin al. . . . . _ . . _ _ . .. . . _ _ , _ _ _ . _ _ . , _ . _ . _ _ .
. ~. ,
.. September 30, 1976 SARGENT & LUNDY Rev. 5, 12-10-79
- CNG8NCCRS ,
CMecaco STANDARD SPECIFICATION FOR CONCRCTE EXPANSION ANCHOR WOPJ i (FORM LS-CEA)
. 1; LASALLE COUNTY STATION ,'
UNITS 1 AND 2 !' PROJECT NO. 4266, 4267 o Revision 0 Issued on September 30, 1976 Revision 1 Issued on December 7, 1976 [ Revision 2 Issued on November 29,'1978 i
. Revision 3: -
Prepared By M_- f Date 7- /f-7 7 . Reviewed By [ / Date 7-00-7f Approved By N , U/% Date ietC "Ii , l Revision 4: L Prepared By . 'fD . i M Date 9-7-77 : Reviewed By Date f 7,9 , Approved By d . k . b w ree x Date T 7 ~7) ! Revision 5: Prepared By f/ M Date /1 /j Reviewed B 9. kcy _. - - Date /b[O~79 Approvet! By c(.d j_ p % Dato 1't - LU -19 k, vO , ; b is m,, , _ - .1 _.,, ,._ _- . ~ _.' _ .- _ - - -. ,,_. k
l>Lember 30, 1976 SARGEfJT & LUrJDY I<c v . 5, 12-10-79 t ri c u re c t n s ' c .. .c . c.o s \
\ e SPECIFICATION FOR CONCRLTU EXPA: SIO ANCliOR WORK LASALLE COUNTY ST/. TION - UNITS 1 AND 2 (Form LS-CEA)
Table of Contents ARTICLE /PARAGRAPli PAGE NO.
- 1. GENERAL \
1.1 Scope 2c 1.2 Definitions 2d 1.3 Quality Assurance Program 4 1.4 Installation & Inspection Documentation 4
, , x2. MthERIALS 2.1 Type and Finish of Materials 7 2.2 Strength of Materials 7 2.3 Cross Sectional Areas 7 2.4 Size Limits 7 2.5 Types and Makes of Anchors 7 2.6 Certificate of Conformance 7 '
i 3 ^. INSTALLATION i 3.1 General Provisions b 3.2 Drilling of liotes 13 9 ! 3.3 Tightening of Expansion Anchors 22 ' 3.4 Repair of Failures 23
- 4. INSPECTION AND TESTING 4.1 Non-Safety Related 25 1 4.2 Safety Rc]a ted Work 25 l
<*'K, 4 2
\
2b '
- - . . . ~ - . , ~ . - . - -.- --. -~ .
i . j Gepte.r.ber, .30, 1976 }: SARGENT & LUNDY E N G B N C C84 S Rev. 5 *12-10-79 ' CMcC AGO 1 g i. -. I SPECIFICATION FOR
, CONCRCTl; EXPAf.SION ANCilOR WORK LA SAI.LI: col!IJTi* STATIIIfi - l! NITS 1 AND 2 *'
9 (5'orm '.3-CEA) j
- 1. GENERAL
- p. 1.1 Scope: All concrete expansion anchor WORK shall conform W' .
to the requirements of thim j Standard Specification Form r LS-CEA unless othe#wj.sdindicat'ed in the Project Specifi-
;"Tf cation or on the design drawings. This WORK shall include y_
' furnishing, ins tallyny, ir.opecting ,and testing of expansion , anchors as indicatdd dn the Project / Specification or on the design drawings. TF.e requirementsfof this Standard Specifi-
- b. cation routed shall piping also andapply'lts.
condu 'for-attaching ' hangers for field /. . ; 1.1.1 For purposes of establishing basic requirements for different-9 applications. 'of concrete ~ expansion anchors, the WORK shall
- " be divided d)to three categories as follows
- -
~ b I Safety Related Work in a. Safety Related Structure:
,a .
,:q ,
\'tal. Re'quipps complete documentation of installation
<y
-y '
.:and idppection/ testing al given in Iirticles 1.4 t'and 4.0 ,
, / * , s ,
s 5, - b.y 'Non-56fety Related Fork in a Safety Related structure: <
,9
\' Requ'ihasi domp. , i documentation
)
bl. lete of installation
/- "
s as gi'ven in 'Af t;1cle 1. 4. Inspection / testing . documentation.-is waived. rf' ; ,
- c. Non-Safety Related Work inia'Non-Safety Related '1 td ' , , , Structure: ,
3j [. Installation, inspection / test'ing and the use ,of 1/* cl. metal detection is waived. ' Cutting of reinforcihg /<
-_.g steel is not allowed, except as permitted in Article R5 3.2.9.d. e l' f/ '
y 1.1.2 ~ Classification of Structures & Components
't #
<* 1 For classification of Safety Related and Non-Safety Related Structures and Com,6cnents, refer to the corresponding design drawings. - Class-I. Structure," marked on structural drawings shall be considered as Safety Related. In case no classi- ,
fication has been shown on the drawings, it shall be construed to be Non-Sa fety ' Related ' Structure / Component. (n U. ; 31 !
/ . t .
y / b i .
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, , ,7 - - ,y __ .
Sept.cmber 30, 1976 l SARGCNT & LUNDY Rev. 5, 12-10-79 cuanuccns CH6C ACQ
. 2 Definitions (For All Expansion Anchors): The following terms, Unen used in this S*.andard Specification or in the Project Specification or on the design drawings, shall have the meanings:
l e-R5
'A ,
( l 2d g e, g a
- e sw w teey *> 4se e *+* " * - ' " " ' * * ' '~
- . . . = . _ __ _~ _ _ _ _ _ . _ _ - _ _ . . . . _ . . _ _ . - _ . _ . _ _ _ . - . _ . _ _ ._ ,
~
I SARGCNT& LUNDY Septe:nber 30, ID 76 l .. cuaenccns Rev. 5, 12-10-79' l !/ C MtC ACO
/- 't i
4 1.1 f .r.nsion Anchor: A slit tubular expansion y eev . shicid, und a threaded stud bolt with integral cone , expander, as shown in Figure 38-2 following: I To Ec in Contact # - vith connected M ye Stud Bolt with parts. j ras;:f?;., _ ,# W Integral Cone
; NN Expander this t
~
'"+y; z_ '-w- end.
Minimum one washer 4 required; five ~ . maximum. (ExpansionShield. iI ' See Articic 3.2-13 Pigure 38-2 Typical Sleeve Type Expansion Anchor L,. 1.2.2 Wedge Type Expansion Anchor: A spli't expansion ring and (or ,
- a separate expansion wedge pair),-a threaded stud bolt with '
integral cone expander (or taper expander) , as shown in Figures'38-3 and 38-4 following:
~
To be in contact vith connected parts - w r- . - Expansion Ring ytf f T [ Stud Bolt with h It ; Integral Cut.a dinimum one "L_j " " Expander This End , washer required; i l five maximum. / . See Article 3.2-13 I ' i ! i
- Piaure 38-3 Tvoical Wedae Type Expansion Anchor with Expansion ~ i:
Ring and Cone Expander Q\ Minimum one washer ~ required; five maximum. Q Expansion See Article 3.2-13
.e g/' Wedge Pair !.
r!, , . t=,
.u,, se] N Stud Bolt with
___DED i L,, r
^
Integral Taper Expander this end ;
- To be in-contact with connected parts-l Piqure 38-4 Tvnical Wedne Type Exnansion An'har wit.h I'xpansion Wedne Pair and Taper Expander .
. {, so
\.
j
.'.:v.; .E -tm u . E _ - . 'm _ __- .. r . , , 2 =n .
1 i 4 SARGCNT& LUNDY Septer.Ler 30, 1976 tscincons Rev. 5 12-10-79 CHsCAGO f
' f)
u' Quality Assurance Procram (For ::uclear Safety Realted Work
...y>: Snall conform to the requirements of the Quality Assurance Articles of the Project Specification.
_1.4 Ins talla tion and Inspectior. Documentation 1.4.1 Installation Proradure: Contractor shall submit a complete installation procedure to the Consulting Engineers for review, prior to any installa-tion, in accordance with Contractor's quality assurance procedure. The prccedure shall describe the implementation , of this Form, LS-CEA, and shall include but not be limited to, the following:
- a. Installation process
- b. Equipment to be used
- c. Tolerances for Equipment
- d. Equipment inspection frequency
- c. Types of installation devices and calibration frequency r' f. Overall anchor length and minimum depth of hole for
(-): each anchor diameter. -
- g. Methods to insure and verify proper anchor length (i.e.,
marking bolt ends for lengths).
- h. Methods to insure and verify proper hole depth, spacing and edge distance from anchor to edge of concrete or steel lined openings.
- i. Methods to verify actual embedded length of an installed anchor with no marking for bolt leng th .
- j. Methods to determine the angularity of the installed anchor. i
- k. Repair methods for damaged concrets and grouting procedure for patching up abandoned holes
- 1. Methods to identify the location of a nicked bar.
- m. Information to be documented.
(_ gx l i, q t 1 .
. I' 4
-4. .
i 3
SARGENT& LUNDY Septer.ber 30, 1976
- c te c i e. c c a s Rev. 5, 12-10-79 C enc AGC
? s%
<{v )1.4.2 Ouality Assurance Responsibilities of the- Co.itractor I
The Contractor shall be responsible for the quality assurance check for the following items in particular, but not limited to:
- a. Ensure use of an approved installation procedure.
- b. The anchors have been installed to the torquing requirements as specified in the Table 38-8.
- c. The minimum embedment depth in accordance with the design drawings has been provided. For drawings released for construction before 7-20-79, if no embedment depth is specified, the minimum embedment
. depth shall be 4.5d. For the drawings released first
. ' time or revised showing anchor size / plate changed, on/
after 7-20-79, the minimum embedment depth shall be
'8d', if no specific embedment depth is shown on the drawings.
- d. If the installed anchor is at an angle and the angularity exceeds the tolerances shown in Section 3-2.3 of this specification, a report shall be submitted to the
. purchaser.
O (' e. If the nut of the anchor is not fully engaged, a report shall be submitted to the purchaser.
- f. While drilling holes for anchor installation, if trial drills have been made in the concrete wall or slab, it has to be ensured that the concrete has been repaired by grouting before the final installation of the plate is made.
- g. Verification of spacing and edge distances as specified ;
in Table 38-5 and Figure 38-6. j 4
- h. ' Verification that anchor or concrete failure / damaged i rebar reports have been reported on Form LS-CEA 1.0. r
- i. Check quality of weld for welded plate washers shown in Tables 38-4A and 38-43, as per the approved welding R5 procedure, l < s
( m
)
J,' ** s
CAliGCf 4T & LUf 4DY Septer.ber 30, 1976' t r4 c i ta t c n s C osiC A CO nev. 5 12-10-79
/
. . 3 Inspection Procedure (Sa fety Rela ted 1.'ork Only) :
Tne agency responsible for the inspcetion and testing ~ ~ specified in Article 4 shall submit a complete inspection procedure to the Purchecer for review prior to any ir.spection. The procedure shall describe the implementation of this form and shall include but not be limited to, the following:
- a. Inspection process and fregbency ,
- b. Equipment to be used
- c. Tole ra nces for equipment
- d. Calibration frequency for inspection devices
- c. lnformation to be documented \
-O O
f l A
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.%_ _.+me . **NM'
SeptmJ>cr 30, 1976 S ARGCf 4T & LtJ N D Y p g. .,. , r, y; I'0-79 0 N (. I N L E if 5 C o* IC A C.C
,m ,l Materials ; % sl2.
2.1 Type and Pinish of Materials: Concrete expansion anchors and cccessories shall be made of carbon steel with zin' plated finish conforming to U.S. Federal Specificatior 02 "-3253. Stainless steel may be used in place of this zinc coated carbon steel. . 2.2 Strength of Materials: The material shall have a minimum yield strength of 60,000 psi f or self-drilling and wedge type anchors, and 50,000 psi for sleeve type anchors. The material shall have a minimum tensile strength oi 75,000 psi for all anchors. ' 2.3 Cross-sectional Areas: Tne smallest cross-sectional area of the stud bolt of an expansion anchor shall not be less than the cross-sectional area at the thread root. 2.4 Size Limits: (~b
\~) The bolt size limits for expansion anchors shall be as follows: (all sizes shown on design drawings are bolt sized for sleeve and wedge type anchors).
R5 2.4.1 Sleeve Type: 1/4" through 5/8" diameter of > stud bolt. r 2.4.2 Wedge Type: 1/4" through 1" diameter of stud bolt. ' 2.5 Types and Makes of Anchors: Concrete expansion anchors used for the WORK shall be one of the types and makes indicated in Table 38-1. Other concrete expansion anenors not specified in Table 38-1 may also be acceptable provided they meet the requirements of this speci fication and are specifically approved by the Consultincj Engineers. 2.6 Certificate of Conformance ( For nuclear safety related work, the material supplier
) shall provide certificate of conformance for each shipment
( (~/ made to the si te. . t e I
~7* - .,, -
w Septe:nber 30, 1976 SARGENT& LUNDY Rev. 5, 12-10-79 cnasurcus CHICAGO
/ , .
1 l TABLE 38-1 Types, Classifications. Use and Makes of Expansion Anchors Types of Anchors Sleeve Wedge-U.S. Pederal Specification Group II- Group II 1 FF-S-325 Classifications Type 3 Type 4 Class 3 Class 1 Permissible Use For Block For All Work
- Walls Only Man _ufacturers Products
- a. Hilti Fastening -
Hilti Kvik-Systems, Inc. Bolt Stud i Wedge Anchors i R5 i ; -
- b. ITT Phillips Drill Red Head Hex Red Head Company Nut Sleeve Wedge Anchors Anchors t
- c. Ramset Fastening Dynabolt Mark Trubolt '
Systems II Hex Nut Wedge Anchors Sleeve Anchors .
- d. The Rawlplug Rawl Lok / Bolt Rawl-Stud t' Company, Inc. Hex Nut Sleeve Wedge Anchors Anchors l
[
- e. USM Corporation Parasleeve Hex f
_ Parabolt ' Construction Nut Masonry Wedge Anchors . c Products Division Anchors "
- f. Wej-It Corporation --
Wej-It. Double of Allied Products Wedge Anchors Corp. O F HO
. c,
.y_ . __ e y . .e g*,-P _e*v * *"'1""t*7 M - --
'3
, ; + *-g, +a e r * ' " ~ ~ ~ ' ~ ~ ~
. - , . _ - .~- .. - - . - September 30, 1976 ' SARGCNT & LUNDY ner. 5, 12 7 '), CNhlNCCRS cmcaco Installation (For all expansion anchors except as noted) 3.1 General Provisions: 3.1.1 Concrete expansion anchors shall be installed in accordance with the manufacturer's specifications and recommendations , and the requirements of this Form LS-CEA. In case of con- 5 flict, the requirements of this form-shall govern. - 3.1.2 The minimum embedded lengths, spacing and edge distance for . expansion anchors shall conform to Table 38-2 and Figure . 38-6 unicss otherwise indicated in Article 3.1.10. -
.3.1.3 The overall anchor length and the hole depth required shall be determined by 1ontractor.such that the specified minimum embedment length and bolt projection can be obtained.
3.1.4 As a miniraum, nut shall be flush with the end of an anchor, however, a 1/4" thread projection above the nut af ter installation is recommended. If projection exceeds 1/4", , projection shall_not be removed without the consent of the ' Consulting Engineer. If consent is given, a record of embedment depth shall be made for all anchor with removed , projections.
)
( (7'l 5 Holes for the anchors may be drilled through hardened grout, 3 . but the embedded length shall be determined from the surface
'of the rough concrete. Holes for the anchors may be drilled through surf ace repaired concrete, but the embedded length- [
shall be determined in accordance with Article 3.1.9. doles ' shall not be drilled through grout or repaired-concrete that i has not completely hardened nor shall grout or concrete be ; placed around anchors without the approval of the Consulting ' Engineers. i 3.1.6 Reuse of expansion anchors shall not b e permitted. j, 3.1.7 1/4"O expansion anchors are allowed in all locations of ; q reinforced concrete, except where prohibited in Table ~38-5, R5 - provided the required hole depth is less than the effective depth _of the concrete covering the-main reinforcement. 1/4"# expansion anchors shall not be used in solid block walls. 3.1.8 Welding on expansion archors is not permitted without approval of the'ConsulLing Engineers. 3.1.9 For anchors installed in holes drilled through' surface repaired concrete extending-boyond the rebar cover, the dimension (Le) given in Table 38-2 shall be increased oy a dimension X as u( ( ) shown in rigure 38-5. In_ addition, 1/4"# expansion anchors are not allowed to be installed through surface repaired concrete.
<where X = thickness of concrete cover plus nominal diameter . <
of outside bar. = p - y n g - .~ n -e - - ;__ - -
_ . m __ . . S ep t erfs.. r 30,.1976 G A R G CfIT T4 LUNDY UCV. L, I2'10-79 cn<enctus
- C re af ,60
,f '
t
! -REPAIRED CC)JCRETEE
,-CO)JCRETE COVER
*l L.,>.'.. % : .;.-
d - y.-;
- f. +;..:,s.
. - s. ; p .s -
- u. . . $ . >.w g'
,2 ,
t ,e;::t. y , . .c 2; p- ' v
- y. .s .
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(
% +W CUT 5!DE REE%R.
T Figure 38-5 !. Anchoru Installed in Recaired Concrete : 3.1.10 Refer to Table 38-2 and Figure 38-6, where in:" S = Center to Center distance between anchors in adjacent assemblies ' ED = Edge distance, measured from' center of the anchor to the nearest concrete' edge :.. Eg = Edge distance, measured from center of the anchor to ' the nearest surface of a steel lined opening (sleeve, etc.) . i-
- a. When two anchors of different diameters are installed !
adjacent to each other, "S" shall be the average of the I two "S" dimensions. .
- b. If dimoncions ED, ES and S cannot be maintained between. .
two anchor assemblies, allowable erection tolerance ' indicated on the design drawings should be used to resolve the problem. If the problem involves anchors installed by two different centractors, their erection tolerances should be used or the Consulting Engineers should be notified for'a resolution.
- c. For anchors installed to a minimum of '8d' embedded -
length, Le shall be te the untorqued position of the expan-
] sion ring. -Por anchors installed to . the 4.5d embedment length requirement, Le shall'be to-the-bottom of the
- anchor.before torquing. For such' anchors (4. 5d) , a minimum depth of '3.5d' after torquing shall be acceptable ,
t r .--r ,. .-- -.- ,w - Jg I '..- _,,[._ _'d
S A D C f. N T 16 LUNDY SOptCCDOT 3 0 ', 1976 c r4 o i u o c n s REv. 5, 12-10-79 C HIC AGO i !O d. If Le cannot be met, the Consulting Engineers should j be notified before work proceeds.
- c. Edge distances to the side of embedded steel plates shall be the 'S' dimcnsion.
3.1.11 Where the concrete surface is uneven, die following 'shall ! be.the acceptance criteria for uneven surface between the . plate and the mounting surface. This criteria need not be met for attachments with rod type hangers. t
- a. Gaps between the mounting surface and the plate are acceptable if:
- 1. Uidth of the gap 'a' along the length or width of
the plate does not exceed dimension, as shown in Figure 38-10.
- 2. Length of gap 'b' extending into the plate beyond width 'a' is limited to 20% or less of the plate leng th .(i . e. , at least 80% contact length is avail-
, able beyond dimension 'a'.
c--( }) This acceptance criteria shall be applied'after welding . of all attachments to the plate has been completed. Mounting surface and the plate shall be assumed to be R5 in contact when a 1/32 inch feeler gauge inserted between them makes contact with both the surfaces. The plate shall be checked for contact along the entire ; perimeter. j For gaps not meeting.the requirements of (a) above, the b. i concrete surface shall be improved by grinding or bush l hammering. Alternatively, the gap may be' filled by p inserting shims between the plate and the mounting sur-face to ensure that at least 60% length along the plate 1 ! s s edge is shimmed or is in contact. The shims shall be-(u placed evenly along the plate edge, with a shim provided at'caen corner where a gap exists. Uhen the shims are made discontinuous to clear anchors, the spacing between the shim pieces shall not exceed dimension 'd' as shown in Figure 38-11.
- c. The shims shall be flat or tapered and of the thickness -
as required to fill the gap. The shims shall extend into the g.2p as required but need not exceed dimension
'c' as:shown in Figure 38-11. The material for shims
(). kJ shall be AurM A-36 or equivalent.
- d. Each shita uhall be tack-welded to the plate at two ends.
~~ ~ " ~ "
. w w :: x; w ~-
~
~
.v
Septer:0 r 30, .1976 S AltG Cf 4T h 1.Uf?DY ECV* b, 32"10-79
- n. u <. s u t s. u t, c ~ , c . <. o JO -
tV = L
' 'T^
L + L2208L Li L2
/
o. o fO SHIMMING REC'D S/ l - j-h n o l of AI - r--s . L_. _ J
*O S2 3 Mb - s O.2 L VI A
. 3 3 m E @
=_ =m NO SHIMM:NG REQ'D
/ VI VI NOTE:
PERMISSIBLE GAP ALONG SIDE ' W ' IS SIMILAR TO SIDE ' L', SHOWN ABOVE. DETAll CONTACT FIG. 38 - 10 . L _ Li , L2
= = =
L3
=
.L4 Li + L2 + L3 + L4 2 0.6L ,
d d CONTACT EDGE -- __ TACK WELD (TYR) '! xl! l
+
/ i j
d I
\ _J l 1 L __ _J L_
Il o h i
%* "g
&~ _J L_~R --- - *y/ -
a
. e N'f- c i-s l
3" MAX. _d _ c I,2" I
=
(TYR)' - L IpkJ SHir/J/.L'G DETAll FIG. 38-ll i l I
, .-l.la E - ,
.--e_ _ _ . - - _ . . . . . _ _ _ - - _ . - . . . _ _ _
'~'
SAffGENT & 1. UNDY Sep terni se r 3ki, 3976 c u c i n e r n t, I<e v . 5, 12-10-79 CHsCaso Table 38-2
- l. a'
!inimum Embedded Lent;th, Spacing And Edge Distance I For. Expansion Ar.chors Minimum
!!ominal Bolt Embedded Minimum Minimum Edge Diameter Lenath (inches) Spacing Distance (inches)
(inen) (inches) Le Ed Es (S) 4.5d 8d 4.5d'l 8d' 55d' 8d' 1.5 3.25 1 1.75 1/4 - 0.875" 2.5 R5 3/8 1.75" 3.0 4.5 2.5 5.0 1.25 2.5 1/2 2.25 4.0 6.0 3 7.0 'l.5 3.5 5/8 2.8 5. 0 7.5 4 8.5 '2 4.25 1 3/4 3.4 6.0 9.0 5 10.0 l2. 5 5.0 1 4.5 8.0 12.0 6 13.0 3 6.5 i
<~
h ED t S ___ _ ___. . . A . _ _E_S- --- SU R I ACE I. M~ g ! See Article ! l M 8n
. i% '
A l 323 a 1 SE%eO C. M. ! , . .
, 7 i .
n s u jr.sLOCK ? N' \ n i> I .o n (f ~' ;f ln $1 + s, . ; .- l~...' , si
,j: -
8
- k. L , b
?k
.Qw lil 11 - 'd ,a s. 't 7
- a -
a . O g "' o
- 3 O
._j
,Q 111 c / __1 in . , ,
.. bi 6 ~.
o :
- H~
- . STFEL '
I cd&>. . .. ; -
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- 1
) cernum y ,
6 iii .; ' ' " y I 4 12"E
'{o til ,.. s lil F ' o . .
an ,
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gg 4 . _ _ _ r 7 y,- WEDGE ANCHOR SLEEVE ANCHOR (O-F Fl.h tl R E *d 8 - (.o '
- l *'* >
V"' M M 1*77-* ~ ~ ~T ~:- v -* y ,, _ _ .
- , ,n - .
n.7 ; . .
1 Set,te:cJser 30, 1376 sAnctNT 6 u'UDY Rev. 3, 32-10-79 - t ,. r. i e. i i n :, L Hic Aw _ 3. 2 .P_i 2_1 1 n..<.1_o f flo les (M " . c1. e:pansion ancacrs, except self-drilling type, holes in concretc shall be drilled with quality carbide tipped . solid bits, using a rotary / percussion type power drill. 3.2.2 Each hole shall be drilled precisely in order to muintain the expansion anchor's pullout value. The tolerance on the bit shall be within the tolerances specified in American National Standard Institute E94.12 Standards or closer for R5 each anchor size. The nominal drill size for each size anchor shall be as recommended by anchor manufacturer. 3.2.3 The anchor shall be no more than 5* out of plumb for '4.5d' embedment and 10* for '8d' embedded length after installation. Angular deviation shall be measured frca the top of concrete or plate surface to the exposed end of installed anchor. For angular deviation greater than 3 , square or rectangular bevelled washers shall be placed between the attachment and the nut to maintain bearing of the nut within 3' tolerance. R5 3.2.4 The maximum' depth of the hole shall not be greater than the thickness of tne concrete minus 2-1/2 inches. In addition, for 1/4" diameter anchors, the maximum hole depth is 1 './4 inch. R5 f 5 2. 5 Holes for the concrete expansion anchors shall not be drilled (_ ! until the concrete has been cured for a minimum of 28 days. 3.2.6 If drilled holes are not used, they shall be filled with dry-pack grout. The grout is to have a minimum compressive strength of 3500 psi. 3.2.7 The criteria for drilling holes in concrete shall be as indicated in Table 38-5 and Figure 38-7 through 38-9. ; c 3.2.8 At locations where a metal detector is required, a deep e magnetic detector shall be used to locate the reinforcement : in the concrete and to assure that the reinforcement will not ! be cut or nicked. Reinforcing placement drawings may be used i s, as reference in , conjunction with the use of the detector.
'S' This detector ma'y be one of those indicated in Table 38-3.
Table 38-3 Products and Manufc.cturers of Macnctic Detectors Products Manufacturers James "R" Meter James Electronics, Inc. C-4952 Chicago, Illinois Profometer Pro ceq. SA Picsbachstrasse ( 57 CH-8034 7,urich 8, Switzerland
)
\ '
CT-4949 A Deep Soiltest, Inc. Pachometer Evanston, Illinois __ __ - r."M' w " * * * * *
- y_^ , _ + = - - . ." h 2.__ .. _ a
, . ~ . - - - . . ~ . - -. . - - - - -- , .- - ~ - -
S co t e r i ce r 30, 'l 's 7 6 LARGENT & LUfJOY pf v . ' , ,
. 12-10-79 e n c i r. t r u s.
C M A S MJ
; .2.9 In areas where retal detection is not required .md a reinforced bar is nicked, the following procedure shall 1 ;
be followed:
- a. The location where the reinforcing bar is nicked shall
-be_ suitably idencified on the anchor plate where this bar is located so that all contractors can identify the damaged rebar location. .
- b. The damaged rebar shall be documented on Form-LS-CEA 1.0 or equivalent and sent to the_ Consulting Engineer for '
review within two weeks from the occurrence.,
- c. Further drilling of holes shall be performed by using a-metal-detector within the following areas:
'cl. A 18'-0" x 18'-0" square with its center at the point-where the reinforcing bar was damaged when the rein-forcing bars are spaced 12 inches or more on centers.
. c2. A 9'-0" x 9'-0" square with its' center at the point where the reinforcing bar was damaged when the reinforcing bars are spaced less_than 12 inches on
. centers.
) d. It is permissible to cut one reinforcing bar per anchor
~
plate within the areas given in Article 3.'2.9c above. For example, consider an anchor plate detail installed with four expan.sion anchors, one expansion anchor _may be installed through reinforcing steel provided the remaining three anchors do not hit reinforcing steel and no other-damaged reinforcing bars are identified within-the areas given in Article 3.2.9c above. i
-c. When it is permissible to cut reinforcing steel, it shall be cut using a quality diamond carbide tipped bit.
1 s 3.2.10 In area where. metal detection is required, the following p rocedure should be followed: , jt sq '
- a. Using a metal detector, the location of all holes to be drilled and reinfo'rcing bar pattern shall be laid out on the structural element.
- b. If metal detection indicates the presence ;f a reinforcing bar at the anchor design' location, tbc anchor plate' i assembly should be raoved within the allowable erection tolerance indicated'on the design drawings to clear the reinforcing bar.
40 l- . I 4 6
, i: \
t i
, n-~ 3-.,.-.-,
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e-- J ~=~ v~ i " '
. . - . . . - .. .-.. . . - , . - ... -- -- -- ... ~- Septe
- r 30, 1976 ,
S A n c e:4T i t. o rs o y m:v. 5, 22-10-79
, t u c, s u t t r. s C Hst a t.Cs 90 I
- c. If the anchor plate tolerance dcca not allo. sufficient movement to clear reinforcing, the Consulting Engineer-shall be notified so that the. problem can be resolved before proceeding.
- d. If per chance the reinforcing bar is still nicked, the procedures given in Article 3.2.9 shall-be followed. .
3.2.11 Where Table 38-5 or Figure 38-7 to Figure 38-9 refers to ? this article, drilling or' holes is allowed without the use of the metal detector if no reinforcing bar has been identified as damaged within the areas given in Article 3.2.9c. If a reinforcing bar has been cut or nicked, the procedures in Article 3.2.9 shall be followed. 3.2.1.2 The use of a metal detector is not required for 1/4 inch diameter anchors. 3.2.13 The ' maximum number of standard washers or combination of standard washersand A-36 plate washers shall be limited to . five. J.2.14 The location of an individual anchor can be changed to g f aci.litate installation provided the following tolerances-s are met: ' -
- a. Reloc~ tion of One or Two Bolts Per Assembly (Fig. 38-12)
For bolts with '4.5d' or '8d' embedment, a relocation within a circle of2d' radius.shall be permissible,'if ' R5 the following requirements are reat: i
- 1. The minimum edge distance between the anchor and i' the plate edge meets the requirements as shown in Table 38-4. .
- 2. Requirements of E ' E per able 38-2.
4 s d' e .
- 3. If the angularity of the relocated anchor is ( 4*,
- N use of the same size anchor is allowed. '
M
- 4. If'the angularity of the relocated anchor is > 4*,
a nd <C I C * , next larger size shall be _used for the relocated ancnor. For example, use 5/8"E anchor in- place of 1/2' p, 1"E in place of 3/4 "D. For existing 1"O anchor, the relocated anchor shall'be
' of the same diameter and the angularity limitation of 4*, per paragraph 3.2.14.a. 3 shall be maintained.
/ /'N -
'(x d ,) b. Relocation of More Than Two Bolts Per Assembly Such cases shall be reported to the Consulting Engineers [
for. resolution on Ja case by case basis.
. t y@_ e . f w-o . - e. - . ~ - - e e,<73m -* ~ -
y q v-py ..p.-
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----*~7.em-e-.*- _
1
?.AnG c NT r. t.UN nY U r/ 's t . 'P131c r 3 il , 1 76, C N s. I !. i L :d G g,, g _ g_7,j cwicaco 'I c. f 3 ccation of !!alts Curnida t he !>:i c t ira: Plate I.nrc:-id ies l-
- 1. The maximum permissible relocation shall be in an arc of radius 3" as shown in Figure 3S-13 and Figure 38-l'4.
- 2. Requirements of Es, Ed, Le per Table 38-2 c.nd minimum ,
edge distance requirements per Table 38-4 shall be met.
- 3. In case only one bolt in an assembly is relocated -
outside the existing assembly, .a new rectangular plate of the same thickness as the existing assembly plate, of size WxL' or W'xL', based on the minimum edge *
. distance' requirement, shall be used. '
- 4. In case two or more anchors are relocated, a new rectangular plate, of thickness 1/4" more than the "
existing assembly plate,of size WxL' or W'xL', based on the minimum edge distance - requirement, shall be used.
- 5. The anchor size shall remain the same as in the exist-ing plate assembly, except where more than half of the total number of anchors are being moved. For such cases, the Consulting Engineer shall be contacted for resolution. ~ '
. Table 38-4 -
~
Hini:::um Edge Distance f or R5 s) Punched, Reamed or Drilled Holes (inches) At Rolled Edges of Anchor-Size At Sheared Edges Plates or Cas Cut Edges 1/4" 1/2" 3/8" 1 3/8" 3/4" 1/2" 1/2" 7/8" 3/4" i l 5/8" 1-1/8" 7/8" L r 3/4" l-1/4" 1" !. 3-1" l-3/4" l-1/4" . L2.15 Where oversize and slotted holcs are provided in the field s to facilitate installation, hardened washer or square
- structural plate washers of A-36 material, as shown in the Table 38-4A & 38-4B, shall be used. Such washcr shall cover the entire hole area in the plate. Holes can be enlarged by flame cutting up to 1/5" less than the required size, and then roamed or rotary filed to the si ze required.
3.2.16 If an installed plate is to be' replaced by a new larger plato, the minimum center to conter distance from the existing anchor-I..O to the new anchor shall be 2 times the nominal bolt diameter. .H The projecting end of the exist.ing anchor shall be cut off por El Secti on 3. 4. 2. c. - r Gi k
. . j.-
4_ ,
;m
. S e p t< . *;< : 30,*1976 S A.9G t:NT & LUNDY PJ v . 5, 12-10-79 i.....,.,,-
- c. . . e . . .
lO L _ L.
- =
i L _ a - I h
-l j Q-r=
- 2d i
7 3: - A5* w [- 3: _ , , 2 ' TYP :q s . .r= 2d ' s
-v
, e
,[(.1 /
o o _ _] l
. \ r = 3 " MAX.
FIGURE 3 8 - 12 FIGURE 38- 13 O . L' __ i L = _ e - ANCHORS INSTALLED WITHOUT ; i r=3" INTERFERENCE 1 , v,1 0 O -REBAR INTERFERENCE
*45 [NT/545
* 'N A X -RELOCATED ANCHOR f
j:
-3: . e 3
h -k r = 3"s I e < : ) f 45 \ / . =( , t L_ .__ _
' ' _ -l !
O FIGURE 30-14 I
!
- is i !
1 :. _ . _ _ - - - . . , :W- ,_ _ __ _ , L-
}
Q J r, ,,. o o O ir 4 .. Lf-
. TABLE 38-4A 4 'j' Plate Washer Size - For Slotted Ifoles
!a Li SF10RT SLOT L0 fig SLOT A!ici!0P. ItAX. SLOT SIZE filt11 Null MAX. SLOT SIZE HI!1IMUM PLATE .j i SIZE (d) (inches) WASifER (inches) WAST 1ER SIZE UELD l
- i (inches) '(dt1/16)(d+1/4) SIZE (d+1/16)(2-1/8d) (inches) SIZE l i
1/4 5/16 x 1/2 Use 5/16 x 9/16 2 x 2 x 1/4 .
~l 3/8 7/16 x 5/8 Minimum 7/16 x 7/8 2 x 2 x 1/4 See $
l. 1/2 9/16 x 3/4 of 2 9/16 x 1-1/8 2-1/2 x 2-1/2 x 1/4 tio te :5, .
- l 5/8 11/16 x 7/8 Standard 11/16 x 1-3/8 2-1/2 x 2-1/2 x 3/8 Below jE 3 1 3/4 13/1C x 1 liardened 13/16 x 1-3/4 3 x 3 x 3/8 3 [ .m .
- h. 1 1-1/16 x.1-1/4 Washers 1 1/16 x 2-1/8 3-1/2 x 3-1/2 x 3/8 5 E, -
e o
!!0TE: Plate washers shown in table above shall be welded to the base plate on two opposite sides of the For 3/16" thick plate washers, use 3/16" weld, and
~
plate washer with a 1-1/2" long fillet weld. for 1/4" and 3/8" thick plate washers, use 1/4" fillet weld.
..f - U [f a '
- S f e, fi I .
C. 4 u .l ; ,= - I$ y 1 t ,I b o r. 3 . . . . ..:.... .g . . , . . . . . . , ., _ ,
(- ]. Q ,
,~
.m.
li A O e O O ' J .i. 1 TABLE 38-48 ;-
~
] 1 Plate Washer Size - For Oversize Holes
+
- j T10.'lli(AL PLATE H0LE I
BOLT WASitER SIZE IN IllitI!!Utl '
- H0LE SIZE 111till10M
- DIN 1ETER H0LE WELD PLATE WASHER SIZE Ifi PLATE WASHER SIZE
, (inches) (inches) SIZE (inches) (inches) (inches)
(inches) - ,
; i 1/4 5/16 1/2 1-1/2 x 1-1/2 x 3/16 9/16 to 3/4' 2 x 2 x 1/4-3/8 7/16 - See 5/8 1-5/8 x 1-5/8 x 3/16 11/16 to 7/8 I 2-1/8 x 2-1/8 x 1/4 m 1/2 9/16 Hote 3/4 1-3/4 x 1-3/4 x 3/16 13/16 to 1 2-1/4 x 2-1/4 x 1/4 ng
- _ , 5/3 11/16 Below 7/8 15/16 to 1-1/8 2 x. 2 x 3/16 2-1/2 x 2-1/2 x 1/4 ,,1- $ 5 x
[ ', 3/4 13/16 2-1/8 x 2-1/8 x 3/16 1 1-1/16 to 1-1/4 2-5/8 x 2-5/8 x 1/4 {$[' I 1-1/16 1-1/4 2-1/2 x 2-1/2 x 3/16 1-5/16 to 1-3/4 3 x 3 x 3/8 "r
$E ; o l -<
NOTE: Plate washers shown in table above shal'1 be welded to the base plate on two opposite sides of the plate washer with a 1-1/2" long fillet weld. For 3/16" thick plate washers, use 3/16" weld and for 1/4" and 3/8" washer plates, use 1/4" fillet. welds. - xm oc 0 1 i 3 G' ' 45 1 e If - d .-
= wwe *= -- . -
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- SARGeflT& LUNDY t r. r. o r c t u s
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- 5 ' 12' 1'J~ ? ?
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- C a t,o Table 38-5 _
(J] V Crtteria for Drilling Holes f or Expansion Anchors in Concrete Area Els1cnt No. , Description Ccncrete Slabs
- 1 See figure 33-7 Concrete Beams 2 See Figure 38-3 Concrete Columns 3 Drilling is allo ed with tne use of the metal detector.
Interior 4 See Article 3.2.11 "e
. Above grade 5 For nuclear safety related wall and walls
- u monolithic to nuclear safety related walls, S S see criteria for walls below grade. For E b other walls, see Article 3.2.11.
E % O .Below grade 6 Drilling holes is allowed. For the use of metal detector, see Figure 38-9. - Pri. nary Containnent > ' Exterior Wall & 7 No drilling is allowed, unless aoproved Drywell Floor by consultino enoineer. Concrete Slabs on 8 For the top of the slab, see Article 3.2.11. - ( (p) Metal Deck For the bottom of the slab, drilling is not allowed. - Concrete Finish 9 Drilling holes is allowed provided the hole is ; completely within the concrete finish. tietal detection is not required. However, anchors i
' installed in Safetv Related structures shall not]
be placed in the finish unless shown on the design drmdnes or approved by Censulting P~ 0" ' "" 10 No drilling is alloweo. i 8
%g Others 11 Drilling of holes is allowed. For applica-g Ix tion where the metal detector is to be used, g 8 see Figure 38-7. For mats, "L" is the !
' distance adj acent between column centerli nes.
Concrete f or Steam 12 Tunnels Drilling of holes is allowed with the use of Concrete f or fuel 3y metal detector. Pools . Masonry Block Walls 14 No drilling is allowed unless shown on the design drawings or approved by the Consulting Engineers. 4
-.( '~. s s Turbine Foundation 15 No drilling is allowed unless approved by the Consulting Engineer.
- fiDTE : No expansion anchors allowed in magnetite concrete. -i sg.
I [ Y 4
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.....e.'.u. ' September,,30 1976
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{ 1 L = Clear span , t ELEVATI_ON l 1 E p. anchor allo.ed, no metal detector required. (O ' \ lishs.33 i;o ex;7 .inctior cillowed, execpt 1/4" diameter anchor E1 1 Exp. nnehor allowed, use metal detector. R5 FIGURE 38-6 CP.1TFRI A FOR DRTI.I.7NC OF,110lf.S FOR EXPANSION ANCllORS j IN CONCRI:TE RF.AM_S j
. . . . . ~ ~ - . . . . ~ . .
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* . . Rev. 5, 1.* 7 <>
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See Note 1 INSIDE FACE ELEVATION (TYP.) k' Expansion Anchors Allowed ' D No met al detector required l l See Article 3.2.1L ! p" . ' -~ 1 Er.pansion Anchors Allowed Use metal detector . Noted: 1. Dir.casion "A" shall be as follows:
- a. I f a v.u t c olun.n is present, "A" shall be the utdth of the vail colut.:n plus two f eet.
- b. If otherwise, "A" shall be the width of the beam above plus two feet.
[O Dimenaton "ll" shall be the middle one half of "H" (-(,/ 2. but a minimum of 16 feet. . FI F,ure 38-9 CDITERI A FOR DRILLINC UF 110LT.S FOP. F.XPANSION ANCllOR IN ALL EXTER IOR CONCitr.Tl' k'A1.LS ltf t.0 (;RADl? AND N11CI.! CAR S AFFTY Hl:1.ATED FxTFRIOR CONCRETE WAl.l.S AllOVE GRADE : t
, = .3, g .,r--.-.<,~.,.~.. . . . _ _, _ _ , ,
- . . . ~ _ _ _ . . . _ . . .. _
SARGENT P. 1.U N D Y September 30, 1976
- a. r. c. i e. r r se s c .m n o n.2 v . 5, 12-10-79
, 3.3 Tirr h t c : i nc o f !;xn.'o n i on I.nchors :
!i' 3.;.1 After the anctors for a connection are driven into the hcles, they shall be brought to a " hand-tight" condition so that all .
parts of the connection are. in contact with one another. J.3.2 For wedge and sleeve type anchors, the anchors snall be tightened to the torque values given in the applicable Table 38-6 or Table 38-7. This tightening sncil proceed systematically f rom the most rigid or inner part of the connection to its free edges. During this operation, there shall be no rotating of the parts except the nuts. 3.3.3 A calibrated torque wrench shall be used for tightening expansion anchors. Verification of calibration and recalibration shall be performed per the Contractor's approved procedure. The following frequency is acceptable. s a.'For a direct reading forque wrench, on a monthly basis,
- b. For snap-type torque wrench, on a weekly basis, by using an upright or horizontal bench tester. This tester shall -
be verified for calibration or recalibrated at a frequency " prescribed by tue raanuf acturer. Table 30-6 Installation Torque, ft-lb. ( ,) For Anchors Installed in Hinimum 3500 PSI Concrete
%s ._
Nominal Bolt o que ange Diameter Medge Type Anchors 4.5'd' Emb, 8'd' Emb. R5 1/4" 5-8 6-8 3/8" 25 - 35 27 - 35 1/2" 55 - 65 65 - 75 _, 5/8" 80 - 90 130'- 150 t 3/4" 150 - 175 230 - 270 1" 250 - 300 280 - 320 The Contractor shall exercise cc . ion not to over torque the bolt to cause damage to concrete or bolt. [% e
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, _ . . . i "l SARGENT&LUNDY Septenbar 10, l')76 cNciutras c ..c a r.o acy, . , ,
12-10-79 i Table 3P,-7 .
; Inc,tallation Tortrjor Anchors -
I n s t.a l l eci in solid block 1: alls , , Mominal Bolt Diameter (in) Wedge Type Sleeve Type 4 3/8 16 1 1 16 i 1 1/2 5012 50 1 2 _; 5/8 -70 1 2 .70 1 2 ? 3/4 135 + 5 - 4 7 R5 3.4 Repair of Failures: Failures shall be rectified as follows: 3.4.1 Concrete Failure: This shall include all cracking or spalling of the concrete in the vicinity of-an installed anchor.
? a. The concrete shall be repaired in accordance with the project ,e ,. .
concrete repairing procedure. i 'f
- b. After the concrete has been repaired, the anchor hole may be drilled in accordance with Article 3.1.5. ~i.
- c. All concrete failures shall be reported on Form LS-CEA 1.0/or equivalent and sent to the Consulting Engineers for review ;
within two weeks from the occurrence. F 3.4.2 Anchor Failure: This shall include anchor breakage, slippage equal to or greater than one anchor diameter, or loosenin to- l' the extent that theanchorcannotbetightenedtotheins8allation -[ torque. ]
.4 k a. If the unacceptable anchor can be removed without damaging $he f
~M- surrounding concrete, the hole may be redrilled and the anchor replaced with the next larger size anchor. The embedded length shall conform to the. requirements of Table 38-2 and Figure 38-6.
- b. If the unacceptable archor cannot be removed without damaging the~ surrounding concrece, the anchor _ location shall be moved within the tolerance given for the anchor. plate detail. The minimum center to center' distance-from the unacceptable anchor-to the replacement hole shall be 2 times the nominal bolt _ . -
diameter. If this distance exceeds the given tolerance on the u () placement of the anchor plate detail, the Consulting Engineers
;k shall.be notified before proceeding.
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- c. ar.chc.rr, that. ca n r.a t .h n. .c . o. c. .:~...~.
, the surroun-lirig one rcte tr.nll ha/c their prejoct.ing end . .:_- . '
s off. A raw-cut or f ic me -c .:t re. hod is accentable for rer.o.u;. ' this projecticn.
, I
- d. All anchor failures and relocation shall be reported on Form LS/CEA 1.0 or equivalent and sent to the Consulting Engineers j
for review within two weeks fron the occ.rren:.e. t l 'i g i l l 1 l
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September 30, 1976 SARGCNT G LUNDY Rev. 5, 12-30-79 C N (- t ti r f. ft S
- o.. m .c 1
). 0 Injg,,-tion and Testing 4.1 :;on-Safety Polated Work: Contractor shall be responsible for all inspection and testing work as required or as needed, __
unless otherwise indicated. Purhcaser and the Consulting Engineers may, during the course of the WORK, inspect the various phases of the WORK at the Project Site for full compliance with all requirements of this Standard Specifica-tion, the Project Specification and the design drawings. Any work failing to meet the specified requirements shall , be rectified or replaced by Contractor at his expense with no cost to the Purchaser. , 4.2 Safety Related Work 4.2.1 General Provisions: i
- n. Installed concrete expansion anchors shall be subject to inspection and testing as specified in this Article ,
4.2.
- b. Inspection and testing shall be performed using a calibrated torque wrench. The torque test shall be performed after a minimum elapsed time of 6 hours and
, before an elapsed time of 14 days.
- c. The agency responsible for this inspection and testing shall be independent of the Contractor and shall be as designated by the Purchaser. -
- d. The inspected anchors shall be suitably marked.
- e. The inspection results shall be documented in a suitable test report which should include information such as the following- -
'>- cl. Compliance with the minimum testing torque require-ments of Table 38-8 for concrete and 38-9 for -
solid block. > c2. Compliance with requirements of minimum embedded lengths, spacing, edge distances, bolt projection beyond nut and plumbness, as indicated in Table 38-2, Artic1ns 3.1.4 and 3.2.3. Location of inspected anchors. e4. Location of all anchors represented by the inspected anchor. ( l) ,
\J (k / c5. Signature of inspector and date of inspection.
- f. The inspection report should be submitted to the Purchaser ,'
for review. i.
~ ~
l , Sept m " 'r 30, 1976 ' S A R G 8:NT & LUNDY heV #Je 32-30-79 C N C l ?i t LHL c u.c A c.v N t - s A__. Calibrated Torque '.irench Inspecti _on:
- a. Calibration: Torque wrenches to be used for inspc,ction shall be of the dial indicating type and shall be calibra-ted before use to verify that they are accurate in tae testing torque range. The tolerance on these torque wrenches shall be within +4 percent. Calibration of these torque wrenches after initial qualification shall be on a monthly basis.
/ '
s I
- b. Frequency and Sequence:
bl. Maximum one anchor per assembly, but a minimum of one out of each ten expansion anchor instu" led in that assembly, shall be selected for testing.' b2. If the tested anchor is unacceptable, all the
. other anchors in the assembly as defined in bl,-
above, shall be tested ~. ___
- c. Inspection and Acceptance (3 > -
cl. On inspection, the inspector shall place the wrench on the nut of the selected anchor and apply torque to the nut until the torque reaches the applicable testing torque given in Table 38-8 or 38-9 Table 38-8 Minimum Testing Torque for Anchors ' Installed in a Minimum 3500 PSI Concrete t fl inimum Testing ' Toroue (ft-lb) i Wedge Type Nominal Bolt l
'1 Diameter (in) 4.5d 8d 1
i 1/4 5 5 3/8 , 15 15 R5 1/2 ; 35 45 t 5/8 60 90 ( 3/4 ' 110 160 - 1 200 200 f \ ( j i
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sAf tetr4T n t.urJov 'U"" *"cbe r 3 0 . 1976 32 20-79
'., c re c # e4 r r o s h' ' V - L*
e .. .e n .. i r p f ,) Table 3Fi-9 f% Mininum Testing Torque for Anchors Installed in 1500 psi Solid Concrete Bloch ] t Minimum Testing Torque Nominal Bolt (ft-lb) f Diameter. (in) Wedge Type Sleeve Type 3/8 10 10 1/2 25 25 ! 5/8 35 35 ' 3/4 70 -- 9 c2. If the nut of the inspected anchor is not turned, the anchor shall be accepted. If the nut is turned, the anchor shall be considered unacceptable.
; c3. Unacceptable anchors shall be reported to the responsib1e Contractor for re-torquing to installation torque and re-inspection. If the anchor is again unacceptable, it shall oc replaced in accordance with Article 3.4.
)
(' c4. A record of the following items shall be maintained l for each anchor tested or replaced.
; 1. Location of tested anchor i
- 2. . Embedded depth, determined by one of the following
.i methods : i n i'
- a. Anchor length marking and measuring projection I i
I [ u, b. Ur - Conforming to ASTM E-ll4 [m b
- 3. Verification of spacing and edge distances as I p
defined in Article 3.1.10. '
- 4. Degree from plumb
- 5. Check for nut being flush with the bolt as a minimum.
~
- 6. Check for nunoer of washers to be within the specified limit.
R5 , l 7.. Vinual check for vashcrs covering oversized, holes, ,] and for deformed washers. 1 4 I ). 8. l g Torque test. -l I t' h.,
; ,,; ; .= n . - . .= - , _ .
. ~ . . . . . _ . . . . . _ .._.
Septer.ber 30, 19*l6
.- Rev. 5, 12-10-7'4
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Commonwealth Edison Company Report No. i i .Date l . Page 1 of :.
- 1. LaSalle County Station LaSalle County Station .
Project No. Ur.it -1 Project No., Unit -2
\
- 2. Building Floor Elevation
- 3. S&L Dwg. No. Detail No.
i
- 4. Structural Element Affected" i /' >
[] slab (top side) [] wall (exterior) . i i, [] slab (bottom side) [] wall (interior) H [] beam (top) [] column [] beam (cide) i d 5. Reason for Relocation of Anchor: 1 . m : [i 4 y
. Rebar nicked (-]Rebar cut i t
8 Anchor failure Concrete Failure ] N
- 6. The depth of damaged rebar inches. f.
j Ij tu 7. Location: Attached is a sketch indicating .ectual location k
\b3 of the expansion anchor detail with respect.to the l-nearest column lines and elevation and anchor (s) which failed or damaged rebar. Sketen_shall be identified by report number and proper page number (s).
i
- 8. Prepared: _
Reviewed: ~~ (Installed (NAME) (Client (NAME) Contractor) Q.A.) l 1 I * (OltGANIZATION) , (ORGANIZATION) _/ (DATE) (DATE) e Final
; -, . ..,- 7 7~. . ~ .,.r ., , -,7 .._ _ . .
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I SARGENT & LUNDY Form LS-CEA . EN GIN E ERs Rev. 7, 10-27-80 CMICAGO
'b .
;b -7.
STANDARD SPECIFICATION FOR CONCRETE EXPANSION ANCHOR WORK (FORM LS-CEA) LASALLE COUNTY STATION UNITS 1 AND 2 PROJECT NO. 4266, 4267 . Revision 0 Issued on Septerber 30, 1976 Revision 1 Issued on December 7, 1976 Revision 2 Issued on November 29, 1978 Revision 3: Prepared By - k' / Date 7-/9-77 Reviewed By Date */-Z8-7f Approved By k Of _A Date 4*% **')S Revision 4: t Prepared By .YD.4 Date 9-7-77 Reviewed By / Date f. 7- 79 / Approved By d . k . Y A rc % Date T 7 ~79 Revision 5: , Prepared By ( , Date /1 M
~
Reviewed By ,5 Date _/ b /O - 79 Approved By j .d_ h h Date l't.-LC-11
'O .
S' 2a g .,1 -- m - ---- - 4 r --- - - , . , _ .
Form LS-CEA SARGENT & LUNDY Rev. 7, 10-27-80 CNGINEERS C Mic AGO tO . Revision 6: Prepared By 1))) ._ Date 2 ~ /3 ' E O Reviewed By M N Date 2-/3-80 Approved By I ,f_.. d u -f-cs Date J .it, M e Revision 7: Prepared By *M* Date IO 'd) ~ OU Date /O FC Reviewed By . V Approved By I- m Date t e .17 . to CQ i I h j> P 1 9 I 2aa i 3 gy.-y.p+_.- s .. - .. ., . . . _ . . , . , , _ , _ . . _ . .._,, . . . _ , _ _ . . . . _ , , _ . ,
. _ . . -- . - . . _ . . - . . ~ _ ~ . _ .
l Form LS-CEA
.,. . , SARGENT & LUNDY Rev. 7, 10-27-80 EN GIN EE R S
, , cwicAGo ( 5 SPECIFICATION FOR CONCRETE EXPANSION ANCHOR WORK LASALLE COUNTY STATION - UNITS 1 AND 2 , 7 (Form LS-CEA) ; Table of Contents i ARTICLE / PARAGRAPH PAGE NO.
- 1. GENERAL ,
l.1- Scope 2c 1.2 Definitions 2d 1.3 Quality Assurance Progran 4 1.4 Installation & Inspection Documentation 4
- 2. MATERIALS ,
I Type and Finish of Materials 7 1 1 (i.(~'.'2.1 N. 2.2 Strength of Materials 7 2.3 Cross Sectional Areas 7 2.4 Size Limits _ 7 2.5 Types and Makes of Anchors 7 - i 2.6 Certificate of Conformance 7
- 3. INSTALLATION !
i 1 3.1 General Provisions 9 r 3.2 Drilling of Holes 13 3.3 Tightening of Expansion Anchors I:: ' 03 22 3.4 . Repair of Failures 23 -j
- 4. INSPECTION AND TESTING 4.1 Non-Safety:Related 25 4.2 Safety Related Work 25
-5. GROUTING OF EXPANSION ANCHORED PLATES
- l. General 29 i , ".2'
'4a te ri a l 29 4
!, ( s)' 5.3 Preparation & Mixing 29 '7
~.4 Placia; & Curina 30
'.5 ' Tenting 31 q
'5.6 Acceptance Criteria 2b 2 1
1
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su E a 27-80 e c tc s CHIC AGO p b SPECIFICATION FOR CONCRETE EXPANSION ANCHOR WORK LA'SALLE COUNTY STATION - UNITS 1 AND 2 (Form LS-CEA)
- 1. GENE..AL
1.1 Scope
All concrete expansion anchor WORK shall conform i to the requirements of this Standard Specification Form ;
- LS-CEA unicss otherwise indicated in the Project Specifi- t cation or on the desagn drawings. This WORK shall include , furnishing, installing, inspecting and testing of expansion anchors as indicated in the Project Specification or on the ,
design drawings. The requirements of this Standard Specifi- ' cation shall also apply for attaching hangers for field routed piping and conduits. 1.1.1 For purposes of establishing basic requirements for different applications of concrete expansion anchors, the WORK shall .. be divided into ti.ree categories as follows:
- a. Safety Related Work in a Safety Related Structure: ,
() al. Requires complete documentation of installation and inspection / testing as given in Articles 1.4 and 4.0
- b. Non-Safety Related Work in a Safety Related structure:
bl. Requires complete documentation of installati.on , as given in Article 1.4. Inspection / testing i documentation is waived. l t
- c. Non-Safety Related Work in a Non-Safety Related [
.. Structure: 1-L cl. Installation, inspection / testing and the use of [
metal detection is waived. Cutting of reinforcing .; steel is not allowed, except as permitted in Article 3.2.9.d. , [ 1.1.2 Classification of Structures & Components , For classification of Safety Related and Non-Safety Related Structures and Components, refer to the corresponding design drawings. " class-I Structure," ma;ked en structural drawings ~ shall be considered as Safety-Related. In case no classi-fication has been shown on the drawings, it shall be construed t' ba '& -fa:et) Related Structure /Cortonent.
?
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V g-y,-,..3 7, ,. ,. . . - - -.
Form LS-CEA SARGENT & LUNDY Rev. 7 10-27-80 E N GIN E E R S
- CHICAGO 1.2 Definitions (For All Expansion Anchors): The following terms, when used in this Standard Specification er in the Project Specification or on the design drawings, shall have the meanings:
b it i
-O
- 2d
- k
"- -*r-----~ -- - ___ _ _ _ , , ,
i i SARGENT & LUNDY Form LS-CEA CNG1NEERS Rev. 7 10-27-80 CHICAGO g ,. . 1.2.1. Siceve Type Expansion Anchor: A slit tubular expansion shicid, and a threaded stud bolt with integral cone expander, as shown in Figure 38-2 following: To Be in Contact with connected pe Stud I:lt wi-h d
; parts. 3
%Ic; 54 %# Integra*. CO.e Expander this
!!1nimum one washer i
Q _ required; five E Expansion Shield i- See Article 3.4-13 , Figure 38-2 Typical Sleeve Type Expansion Anchor I 1.2.2 Wedge Type Expansion Anchor: A split. expansion ring and (or a separate expansion wedge pair), a threaded stud bolt with l integral cone expander -(or - taper expander) , as shown in Figures 38-3 and 38-4 following: , To be in contact with connected parts Expansion Ring Q' - qf f y ' 7 Stud Bolt with l ( ; ; I Integral Cone j !!inimum one * *'L_.) Expander This End
; washer required; Eive maximum. -
See Article 3.2-13 Figure 38-3 Typical Wedge Type Expansion Anchor with Expansion i Ring and Cone Expander h i
!!inimum one washer / -
-s required; five maximum." ^ Expansion-
{ See Article 3.2 / ' Wedge Pair j'
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*N Stud Bolt with i
i I bm eL ^ w -c c -% Integral Taper ! , Expander this end l To be in contact 4 with connected parts 1 Ficure 38-4 Typical Wedge Type Expansion Anchor with Expansion Wedce Pair and Taner Exoander (p ,. V s t t
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SARGENT & LUNDY Form LS-CEA E N olN C E R o Rev. 7 10-27-80 CHIC AGO
- (J;y g ,) 1.4.2 Quality Assurance Responsibilities of the Contractor The Contractor shall be responsible for the quality assurance check for the following items in particular, but not limited to:
- a. Ensure use of an approved installation procedure.
- b. The anchors have been installed to the torquing requirements as specified in the Table 38-8.
- c. The minimum embedment depth in accordance with the design drawings has been provided. For drawings released for construction before 7-20-79, if no embedment depth is specified, the minimum embedment s depth shall be 4.5d. For the drawings released first time or revised showing anchor size / plate changed, on/
after 7-20-79, the minimum embedmont depth shall be
'8d', if no specific embedment depth is shown on the drawings.
- d. If the installed anchor is at an angle and the angularity exceeds the tolerances shown in Section 3-2.3 of this specification, a report shall be submitted to the purchaser.
-f '\- e. If the nut of the anchor is not fully engaged, a report shall be submitted to the purchaser.
- f. While drilling holes for anchor installation, if trial drills have been made in the concrete wall or 4 slab, it'has to be ensured that the concrete has been repaired by grouting before the final installation of the plate is made.
i g .- -Verification of spacing and edge distances as specified { in Table 30-2 and Figure 38-6. va [ L
- h. Verification that anchor or concrete failure / damaged ;
rebar reports have been reported on Form LS-CEA 1.0. {
- i. Check quality of weld for welded plate washers shown in Tables 38-4A and 38-4B, as per the approved welding procadure.
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,1 SARGENT & LUNDY Form LS-CEA L E N GlN E E R S CHIC AGO Rev. 7 10-27-80 ,'
i f' . s
- 1.3 Ouality Assurance Procram (For Nuclear Eafety Realted Work only): Shall conform to the requirements of the Quality ,
Assurance Articles of the Project Specification.
-1. 4 Installation and Inspection Documentation 1.4.1 Installation Procedure: ,
Contractor shall submit a complete installation procedure to the Consulting Engineers for review, prior to any installa- l tion, in accordance with contractor's quality assurance [ procedure. The procedure shall describe the implementation i of this Form, LS-CEA, and shall include but not be limited to, P the following:
> i-1
- a. Installation process ,
i j b. Equipment to be used t c., Tolerances for Equipment
- d. Equipment inspection frequency i
, e. Types of installation devices and calibration frequency b f. Overall anchor length and minimum depth.of hole for j each anchor diameter.
- g. Methods to verify proper anchor length (i.e. , marking bolt ends for lengths). ,
j .
- h. Methods to verify proper hole depth, spacing and edge. .
distance from anchor to edge of concrete or steel lined openings. 1 i. Hetnods to verify actual embedded length of_an installed i anchor with no marking for bolt length. l.
'3 j. Methods to determine the angularity of.the' installed f anchor.
- k. Repair methods for damaged concrete and; grouting procedure :
- for patching up abandoned holes .,
- 1. . Methods to identify the location of a nicked bar.
- m. Information to be documented.
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SARGENT & LUNDY Form LS-CEA ENGINECRS Rav. 7 10-27-80 CHICAGO h n +
- 3. Installation (For all expansion anchors except as noted) 3.1 Gene ~al Provisions:
3.1.1 Concrete expansion anchors shall be installed in accordance with the manufacturer's specifications and recommendations and the requirements of this Form LS-CEA. In case of con-flict, the requirements of this form shall govern. 3.1.2 The minimum embedded lengths, spacing and edge distance for i expansion anchors shall conform to Table 38-2 and Figure : 38-6 unless otherwise indicated in Article 3.1.10. 3.1.3 The overall anchor length and the hole depth required shall ' be determined by Contractor such that the specified minimum - embedment length and bolt projection can be obtained. 3.1.4 As a minimum, nut shall be flush with the end of an anchor, however, a 1/4" thread projection above the nut af ter installation is recommended. If projection exceeds 1/4", , projection shall not be removed without the consent of the Consulting Engineer. If consent is given, a record of embedment depth shall be made for all anchor with removed projections. ' c(im ( >4 3.1.5 Holes for the anchors may be drilled through hardened grout, but the embedded length shall be determined from the surf ace of the rough concrete. Holes for the anchors may be, driller? through surf ace repaired concrete, but the embedded length j shall be determined in accordance with Article 3.1.9. Holes shall not be drilled through grout or repaired concrete that j has not completely hardened nor shall grout or concrete be y placed around anchors without the approval of the Consulting i Engineers. ' 3.1.6 Reuse of expansion anchors shall not be permitted. s. p 3.1.7 1/4"E expansion anchors are allowed in all locations of l reinforced concrete, except where prohibited in Table 38-5, ! provided the required hole depth is less than the effective depth of the concrete covering the main reinforcement. 1/ 4 " 'J ' expansion anchors shall not be used in solid bleek walls. 3.1.8 Welding on expansion ancnors is not permitted without approval of the Consulting Engineers. 3.1.9 For anchors installed in holes drilled through surface repairef concrete extend 1nc beyond the rebar cover, the dinensior
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-REPAtRED COh3 CRETE
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i C : ! 3.1.10 Refer to Table 38-2 and Figure 38-6, where in: 1 i-S = Center to Center distance between anchors in adjacent-1 assemblies ' ED = Edge distance, measured from center of the anchor to i the nearest concrete edge , Eg = Edge distance, measured from center of the anchor to the nearest surface of a steel lined opening (sleeve, etc.) !( l . ( l
- a. When two anchors of different diameters are installed i
'ad-jacent to each other, "S" shall be the average of the 1: <
s two "S" dimensions. l Lo +
- b. If dimensions ED,.ES'and S cannot be maintained between two anchor assemblies, allowable erection tolerance indicated on the design drawings should be used to resolve the problem. If the problem involves anchors installed by two different contractors, their erection tolerances should be used or the Consulting Engineers should be notified for a resoluti,on.
- c. For anchors installed to a minimum of 'Sd embedded -
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SARGENT & LUNDY Rev. 7 10-27-80 ENGINEERS CMICAGO l hE'N _ d. If Le cannot be met, the Consulting Engineers should k) m be notified before work proceeds.
- e. Edge distances to the side of embedded steel plates shall be the 'S' dimension.
3.1.11 Where the concrete surface is. uneven, the folle/ ng shall be the acceptance criteria for uneven surface bscueen the plate and the mounting surface. This criteria nsed not be i met for attachments with rod type hangers, and f:r those !7 attachment details for which specific requirements are given on the design drawings.
- a. Gaps between the mounting surface and the plate are acceptable if:
- 1. Width of the gap 'a' along the length or width of the plate does not exceed dimension, as shown in Figure 38-10.
- 2. Length of gap 'b' extending icto the plate beyond width 'a' is limited to 50% or less of the plate length (i.e., at least 50% contact length is 7 i
available,beyond dimension 'a'. i This acceptance criteria shall be applied af:er welding { (- ) of all attachments to the plate has been com:leted. Mounting surface and the plate shall be assumed to be in contact when a 1/32-inch feeler gauge inserted between them makes contact with both the surf aces. The plate shall be checked for contact along the entire perimeter.
- b. For gaps not meeting the requirements of (a) above, the concrete surface shall be improved by grinding or bush hammering. Alternatively, the gap may be filled by in- I. :
sorting shims or grouting as per Section 5.0, between the plate En~d~Ene n mountiiig Cadame vasure tiDit at leas t 5 0%
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length along the plate edge is snimmed or is in contact. {7 ; The shims shall be placed evenly along the plate edge, with , a shim provided at each corner where a gap exists. Uhen the shims are made discontinuous to clear anchors, the spacing between the shim pieces - shall not exceed dimension
'd' as shown in Figure 38-11.
- c. The shims shall be flat or tapered and of the thickness as required to fill the gap. The shims shall extend into the gap as required but need not exceef dimensier
'c' as shown in Ficure 38-11. The materiel f;r r';--
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Form LS-CEA SARGENT & LUNDY ENGINEERS Rev. 7 10-27-80 CHICAGO , Table 38-2
,% Minimum Embedded Length, Spacing And Edge Distance D For Expansion Anchors Minimun Nominal Bolt. I bedded MinitrJm Mininum Edge
- Diameter '.c ng th (inche s ) Spac1:4g Distance (inches) .
(inch) Le (inches) E c. i ss (S.i !. 4.5d 8d 45d' 8d' 4.5 d ' 8d' i 1/4 - 0.875" 2.5 1. 5 3.25 1 1.75' l 3/8 1.75" 3.0 4.5 2.5 5.0 1.25 2.5 , , 1/2 2.25 4.0 6.0 3 ~.0 1.5 3.5 5/8 2.8 5.0 7.5 4 8.5 2 4.25 i 3/4 3.4 6.0 9.0 5 10.0 '2. 5 5.0 1 4.5 8.0 12.0 6 13.0 3 6.5 l, (g >
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Form LS-CEA SARGENT & LUNDY pey, 7 27-80 CNGINEERS CHICAGO 3.2 Drilling of Holes 3.2.1 For all expansion anchors, except self-drilling type, holes in concrete shall be drilled with quality carbide tipped solid bits, using a rotary / percussion type power drill. 3.2.2 Each hole shall be drilled precisely in order to maintain . the expansion anchor's pullout value. The tolerance on the bit shall be within the tolerances specified in'American National Standard Institute B94.12 Standards or closer for , cach anchor size. The nominal drill size for each size ; anchor shall be as recommended by anchor manufacturer.
- i-i 3.2.3 The anchor shall be no more than 5* out of plumb for '4.5d' embedment and 10* for '8d' embedded length af ter installatien.
[ Angular deviation shall be measured from the top of concrete or plate surface to the exposed end of installed anchor. For angular deviation greater than 3*, square or rectangular - bevelled washers shall be placed between the attachment and the nut to maintain bearing of the nut Vithin 3* tolerance. 3.2.4 The maximum depth of the hole shall not be greater than the thickness of the concrete minus 2-1/2 inches. In addition, , for 1/4" diameter anchors, the maximum hole depth is 1-1/4 i inch. , 4 r' 3.2.5 Holes for the concrete expansion anchors shall not be drilled until the concrete has been cured for a minimum of 28-days. M( } 3.2.6 If drilled holes are not used, they shall be filled with dry-l pack grout. The grout is to have a minimum compressive *
! strength of 3500' psi.
4 i l 3.2.7 The criteria for drilling holes in concrete shall be as .; 4 indicated in Table 38-5 and Figure 38-7 through 30-9. !' i ! i- 3.2.8 At locations where a metal detector.is required, a deep [~ magnet,1c detector shall be used to locate the reinforcement i; in the concrete and to assure that the reinforcement will not ; c - be cut or nicked. Reinforcing placement drawings may be used j-
< -3 as reference in conjunction with the use of the detector.
i This detector may be one of those indicated in Table 38-3. , d Table ~38-3 Products and Manufacturers of Maonetic Detectors Products Manufacturers 4 James "R" Meter James Electronics, Inc. C-4952 Chicago, Illinois Profometer Pro ceq. SA Riesbachstrasse
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l Form LS-CEA SARGENT & LUNDY Rev. 7 10-27-80 ENGINEERS chicago 3.2.9 In areas where metal detection is not required and a
. . (_s) reinforced bar is nicked, the following procedure shall be followed:
- a. The location where the reinforcing bar is nimked M. 11 be suitably identified on the anchor plate where this bar is located so that all contractors can identify the damaged rebar location.
- b. The damaged robar shall be documented on Form LS-CEA 1.0 or equivalent and sent to the Consulting Engineer for review within two weeks from the occurrence.
- c. Further drilling of holes shall be performed by using a metal detector within the following areas:
cl. A 18'-0" x 18'-0" square with its center at the point where the reinforcing bar was damaged when the rein-forcing bars are spaccd 12 inches or more on centers. c2. A 9'-0" x 9'-0" square with its center at the point where the reinforcing bar was damaged when the reinforcing bars are spaced less than 12 inches on centers. f d. It is permissible to cut one reinforcing bar per anchor ((' -), plate within the areas given in Article 3.2.9c above. For example, consider an anchor plate detail installed with four expansion anchors, one expanrion anchor may be installed through reinforcing steti c rovided the remaining three anchors do not hit reinforcinn steel and no other damaged reinforcing ba'rs are identified within the areas given in Article 3.2.9c above. ,
- e. When it is permissible to cut reinforcing steel, it shall be cut using a quality diamond carbide tipped bit.
3.2.10 In area where metal detection is required, the following procedure should be followed: x
- a. Using a metal detector, the location of all holes to be drilled and reinforcing bar pattern shall be laid out on the structural element.
- b. If metal detection indicates the presence of a reinforcing bar at the anchor design location, the anchor plate assembly should be moved within the allowable erection tolerance indicated on the design drawings to clear the reintercing bar.
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- . *(} ) c.
If the anchor plate tolerance does not allow sufficient movement to clear reinforcing, the Consulting Engineer shall be notified so that the prob 1cm can be resolved before proceeding. d. If par chance the reinforcing bar is still nicked, the procedures given in Article 3.2.9 shall be followed. 4 3.2.11 Where Table 38-5 or Figure 38-7 to Figure 38-9 refers to this article, drilling of holes is allowed without the use of.the metal detector if no reinforcing bar has'been , identified as damaged within the areas given in Article i 3.2.9c. If a reinforcing bar has been cut or nicked, the procedures in Article 3.2.9 shall be followed. 3.2.12
.The use of a metal detector is not required for 1/4 inch diameter anchors. '
3.2.13 The maximum number of standard washers or combination of standard five. washersand A-36 plate washers shall be limited to i 3.2.14 ! The location of an individual anchor can be changed to facilitate installation provided the following tolerances are met:
) a.
Relocation of One or Two Bolts Per Assembly (Fig. 38-12) \ For bolts with '4.5d' or.'8d' embedment, a relocation within a circle of '2d' radius shall be permissible, if the following requirements are met:
- 1. The minimum edge . distance between the anchor and l.
- the plate edge meets the requirements as shown'in 4 Table 38-4. ,
! ,2. Requirements of E , E' L d e E*# " * ~
I _. s *
~' . 3. If the angularity of the relocated anchor is /
- 4*,
use of the same size anchor is allowed. 4. If the angularity of the relocated anchor is > 4', and 4 10', next larger size shall be used for the relocated anchor. For exampic, use 5/8"0 anchor in place of 1/2"0, 1"# in place of'3/4"D. For existing 1"O anchor, the relocated anchor shall be of the same diameter and the angularity limitation of 4 ', per paragraph 3.2.14.a.3 shall be maintained.
.b. Poloca tion of O' ore Tha ~-- %1 ts Per Anr" 1 -
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- c. Relocation of Bolts outside the Existing Plate Assemblies
( r] s V
- 1. The maximum permissibic relocation shall be in an tre of radius 3" as shown in Figure 38-13 and Figure 3 E-l ' .
C
- 2. Requirements of E3 , "'E d , Le per Tabic 35-2 and mini c.:-
edge distance requirements per Table 38-4 shall be u .
- 3. In case only one bolt in an assently is relocated outside the existing assembly, a new rectangular pla:e +
of the same thickness as the existing assembly plate, i of size WxL' or W'xL', based on the minimum edge distance requirement, shall be used.
- 4. In case two or more anchors are relocated, a new rectangular plate, of thickness 1/4" n N than the existing assembly plate,of size WxL' or W'xL', based on the minimum edge distance requirement, shall be used.
- 5. The anchor size shall remain the same as in the exist-ing plate assembly, except where more than half of the total number of anchors are being moved. For such cases, the Consulting Engineer shall be contacted for resolution.
Table 38-4
!!1nimum Edge Dfstance for
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(O J Punched. Reamed or Drilled IIoles (inches) At Rolled Edges of Anchor Size At Sheared Edges Plates or Gas Cut Edges 1/4" 1/2" 3/8" 3/8" 3/4" 1/2" . 1/2" 7/8" 3/4" 5/8" 1-1/8" 7/8" 3/4" 1-1/4" 1" 1". . . 1_3/4" 1-1/4" i p _. . _ . . . . t 3.2.15 Where oversize and slotted holes are provided in the field to facilitate installation, hardened washer or square structural plate washers of'A-36 material, as shown in the Table 38-4A & 30-4B, shall be used. Such washer shall cover the entire hole area in the plate. !! oles can be enlarged b.- flame cutting up to 1/8" less than the required size, and then renmed or rotary filed to the size required. 2.:.1G !f an installed plate is to be replaced by a new larger p12:s,
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FIGURE 3 0 - 12 FIGURE 38- 13 C' O _ L. _ L _ t I ___ o - ANCHORS INSTALLED WITHOUT l . m ./ r = 3 " l lNTERFERENCE ,-
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O -R5BAR INTERFERENCE { i 'N A X -RELOCATED ANCHOR '
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' Plate Washer Size - For Slotted Holes
! SHORT SLOT LONG SLOT -
i .. r> !!AX. SLOT SIZE !!IrilHUf1 T-TAX. SLOT SIZE '
- flI!11MUN PLATE S. E (inches) WASHER (inches) WASHER SIZE ' WELD (d+1/16)(d+1/4)
SIZE (d+1/16)(2-1/8d) (inches) SIZE (] . Ic 5/16 x 1/2 Use 5/16x9/16 2 x 2 x 1/4 I 7/16 x 5/8 Minimum. 7/16 x 7/8 2 x 2 x 1/4 See y 1/7 9/16 x 3/4 . : i-of 2 9/16 x 1-1/8 2-1/2'x 2-1/2 x 1/4 flote "$ -] y 2 m
>2 11/16 x 7/8 Standard 11/16 x 1-3/8 2-1/2 x 2-1/2 x 3/8 Below 90 7 4
7 3/ i 13/16 x 1 Hardened 13/16 x 1-3/4 3 x 3 x 3/8 3%y l'
! 1-1/16 x 1-1/4 Washers 1-1/16 x 2-1/8 3-1/2 x 3-1/2 x 3/8
_ ... "[ 3 mz n I' late washers shown in table above shall be welded to the base plate'on two opposite side, of the
, plate washer with a 1-1/2" long fillet weld. For 3/16" thick plate washers, use 3/16" ueld, and ior 1/4" and 3/8" thick plate washers, use 1/4" fillet weld.
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- Plate Washer Size - For Oversize floles
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,. PLATE Il0LE WASilER SIZE Ill MIflil1Ufl if0LE SIZE !!IMlltVM j, !- Il0LE WELD PLATE WAStiER SIZF Ifi PLATE WASilER SIZE
,1 ' i (inches) SIZE _u (inches) (inches) (inches) (inches) E.] _ ' l 5/16 ;1/2 1-1/2 x 1-1/2 x 3/16 9/16 to 3/4 2 x 2 x 1/4 7/16 See 5/8 1-5/8 x 1-5/8 x 3/16 11/16 to 7/8 2-1/8 x 2-1/8 x 1/4 m 3
>; 9/16 liote ;3/4 I
1-3/4 x 1-3/4 x 3/16 13/16 to 1 2-1/4 x 2-1/4 x 1/4 mg j i ; 11/16 Below w l
'7/8 2 x 2 x 3/16 15/16 to 1-1/8 2-1/2 x 2-1/2 x 1/4 n!E o
- 13/16 I-q 1 1 2-1/8 x 2-1/8 x 3/16 1-1/16 to 1-1/4 2-5/8 x 2-5/8 x 1/4 ag;,'* a j 1-1/16 1-1/4 2-1/2 x.2-1/2 x 3/16 1-5/16 to 1-3/4 3 x 3 x 3/8 "g
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'T Plate washers shown in table above shall be welded to the base plate on two opposite sides of the plate washer with a 1-1/2" lon9 fillet weld. For 3/16" thick plate washers, use 3/16" weld and for 1/4" and 3/8" washer plates, use 1/4" fillet welds.
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S$RGENT & LUNDY y _gg E N GIN C E R S C M sC AGO rp Table 38-5 b Criteria for Drilling Holes f or Expansion An:' crs in Conc E:e - Area Element No. Descriptien Concrete Slabs
- 1 See Figure 33-7 d Concrete Beams
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2 See Figure 38-3 l Concrete Columns 3 Drilling is allowed with tne ;se of the metal detector. Interior 4 See Article 3.2.11 l T.-
';;; Above grade 5 For nuclear safety related wall and walls
- " u monolithic to nuclear safety re:1:ed walls, see criteria for ells belcw crede. For 3 ..S other walls, see Article 3.2.11.
E t E % 8 " Below grade 6 Drilling holes is allowed. For tne use of metal detector, see Figure 38-9. Priina ry containment. Exterior Wall & 7 No drillina is alleved, unless a:oroved Drywell Floor by consultino encirEer. . For the top of the riab, see Article 3.2.11. i ('( Concrete Slabs on Metal Deck 8 For the bottom of the slab, drilling is not all owed. Drilling holes is allcled provided tne hoSis Concrete Finish 9 completely within the concrete finish, lietal l detection is not re::: ired. Ecwever, ancnors , installed in Safety Related structures shall no:: , be placed in t;ie finis 3 unless shown on the - _ . . . . .- -- design drawings or a;r; roved by conwiting..E . Containment 10 No drilling is all:wed. l 8 r 5g Others 11 Drilling of holcs is alloaed. For applica- l tion where the metzI detector is to be used, 7:c t see Figure 38-7. For cats, "L" is the 4 8 . ' "- distance between adj acent column ! centerlines. Concrete f or Steam 12 Tunnels Drilling of holes is alicaed with the use of Concrete for Fuel metal detector. 13 Pools Masonry Sicck 'a' alls 14 No drilling is alicted unless st:ar. en e
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