ML20125E308
| ML20125E308 | |
| Person / Time | |
|---|---|
| Site: | Sequoyah  |
| Issue date: | 02/01/1980 |
| From: | Mills L TENNESSEE VALLEY AUTHORITY |
| To: | Rubenstein L Office of Nuclear Reactor Regulation |
| References | |
| NUDOCS 8002060612 | |
| Download: ML20125E308 (150) | |
Text
{{#Wiki_filter:i TENNESSEE VALLEY AUTHORITY CH ATT A NOOG A. TEN N ESSE E 37401 400 Chestnut Street Tower II February 1, 1980 1 Director of Nuclear Reactor Regulation Attention: Mr. L. S. Rubenstein, Acting Chief Light Water Reactors Branch No. 4 Division of Project Management i i U.S. Nuclear Regulatory Commission Washington, DC 20555
Dear Mr. Rubenstein:
In the Matter of the Applicaon of ) Docket Nos. 50-327 Tennessee Valley Authority ) 50-328 Enclosed are TVA's responses to H. Asher's concerns with respect. to 7 concrete expansion anchors. If you have any questions, please get / in touch with D. L. Lambert at FTS 854-2581. Very truly yours, TENNESSEE VALLEY AUTHORITY l\\ {\\! ll ! $, (;~~; L. M. Mills, Manager Nuclear Regulation and Safety Enclosure \\ l 80020606 /32 xn Ecual Opportunrty Emolcyer l l
ENCLOSURE SEQUOYAH NUCLEAR PLANT RESPONSE TO NRC CONCERNS ON EXPANSION ANCHORS i NRC requested responses to the following items with respect to concrete expansion anchors. d 1. IEB 79-02 emphasizes the need for considering the base plate flexibility in calculating the maxi =um bolt loads (assumed to be less than.25 times T the average ulti= ate tencile strength). For flexible plates, the prying force effects will be more predominant at these loads when the anchor displacements are presumed to be small or negligible. In light of this, provide a ju:tification that for various sizes and cenfigura-tions of plate supports used at Sequoyah, the prying force effects cre negligible (i.e., the plates are rigid) or account fer the prying force effect in calculation of the maximum bolt loads. 2. Provide typical examples of plate support design and anchor tolt load calculation showing how moments (uniaxial and biaxial), shear and direct tension loads on the supports are considered in arriving at the maximum bolt loads. 3 f For each type and size of expansion anchor used at Sequoyah provide a ~ comparable table of the maxi =um allowable design loads and the manufacturer's average ulti= ate strnngth values censidering the actual concrete strength, embedment depth, plug depth and appliedpreload (as applicable). 4. Utili:ing a sampling technique, provide a summary of expansion anchors utilized in Mix 2 areas and their respective factors of safety. Wed e Bolts - Identify sizes utilized in designs and the factors of 5. 6 safety for each. i 1 l 1
2. Item 1. Account for prying force in anchor stress determination. Unit anchor strain at service lead and factored load allowables will generally exceed 0.002-inch per kip and o.003-inch 'per kip of load, respectively.. Attached Figures 1 and 2 show the relationship between plate flexibility and the unit anchor strain necessarf for pr/ing action for a nominal edge distance of 1-1/2 inches. Figure 3 shows the effect of edge distance on pr/ing force for the lower bounds of unit strain and a typical 1/2-inch-thick plata connection. Figure h is provided to show that for moment attachment there is a decrease in capacity due to plate stress limitations when anchor eccentricity exceeds the point where maximum anchor stress can no longer be utilized. Using the lower bound anchor strain of 0.002 inches per kip, it is quite apparent from figures 1 and 2 that very large anchor eccentricities are required for 3/h-inch and thicker plates before any prying action vill occur. Such large eccentricities of anchor location with respect to the tensile flange of the attachment will restrict anchor loads to very low values because of plate stress limitations. Such designs would be very inefficient and therefore not likely to be encountered. For tension connections some prying action may be encountered for 1/2-inch and thinner plates at this lower bound of anchor strain. Any efficiently designed anchorage whose plate thickness is proportional within code allowables to develop the full anchor allowables of TVA's ) design standard (DS C6.1) will not experience any prying action even at the lower bound anchor strains. In the previous Sequoyah reply, none of the anchorage designed to develop attachment capacities had any pr/ing action at this 1cwer bound of unit strain. e 4 e em e 0 a 4 +
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I 3 Item 2. Examples of support designs. As requested, typical examples of plate support designs are attached. Also attached is a su= mary sheet of' designs in which the effects of plate flexibility, shear, and prying action have been added to the rigid plate design loads. Only two designs were subject to any prying force and both cases involved 1/2-inch or less thick plates with a controlling tensile load. The total anchor loads, after accounting for all factors, is also compared with G-32 anchor qualification requirements on the su==ary sheet. Additional su= mary sheets are attached which do not account for plate i flexibility or.the effects of increased concrete strength, which more than i compensates for flexibility effects. Only one of the 89 randemly selected examples has a maximum stress slightly more than the 25 percent of required 3 capacity + 0 O* 0 s O am e t i 4 9 -a e-, w 4
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'/0CULAR R ATI D= 0 l A'!CHOR A Ri! A X ORDINATE Y ORDINAfE !!U MIER Sq IN I!l IN I .142 1.S 1.5 ~~- 2 .142 1.5 10.5 C 3 .142 16.5 10.5 4 .142 16.5 1.5 LD/sD Cui,'DI TI O.'! !! UMBER = 1 VERT LOAD =.739 KIPS LOCATIott X= 9 INCHES Y= 6 INCilES i APPLI>ID MOMENT ABOUT Y AYIS=.657 KIP FEET A ) PLIED MOME'!T ABOUT X AXIS = 0 KIP FE T TR ANSL ATED.'0:4ENT CE:ITERLINE ABOUT Y AXI5=.657 KIP FEET TR AllSLATED MMENT CENTERLINE ABOUT X iXIS= 0 KIP FEET PARTIAL PRESSURE CASE CONCRETri PRESSURE (KSI ) C2=.02 C4=.02 PDPSSURE BULH GEOMEf RY l Z! 1.11 Z2= 12 Z3= 1.I1 1 A: ICHOR STRESS GROSS LOAD N !P. DE R AREA (KSI) KIPS I 3.!! 44 2 3.11 .44 3 .08 .01 4 .08 .01 f} b'\\,\\,. ...y f \\ f@ READY. nV M ,/ .,5
c.............,, .n.s;zer W t4 _ "~?.IEeM N. PAM en a ccr._ D kl R .-[ 0~1 h o h h..-0$ B .~ v,.v~t.2.m >.um (6 o =_~.?r..c, "m ~ ~ u ur e.,... n,,, t f \\. ] $., ,\\. - t f7 962iMr'4ED$325 s < w. l-y r .n m@. i . I g. .N.. :i. y = 3 ry%,ggg-.. 1 m o ___ _ .. (v. sy FlE. drj.% N --_r4
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- S D M & C.P2 b._LI
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- o. A...o. 9.'
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- =e-
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- =.rcx.
l 'l 2 .9 g i i I N l Ti/ LOCA TION PLAN f~j'/ l FL EL 669'-O l l-l l l ' ~~ fq3"9 PIPE NTS l l;l f{_ EL 686'-9" l \\\\ Q: (APPROX) l IIl l._U 3 ) 1-l i l
- \\
C F/PE C TS 8 PL 3 4 /8 " NOTES: 1
- l. FOR GENERAL NOTES SEE 47A450 ELEVA TION
- 2. SSE DESIGN LOADS:
LOOKING NORTH Ry = 370
- Ru = 185
- 6" Ra=/70"
,a 4 ,n
- 3. TVA PIPE CLASS C n
(TYP)i; il (TYP) V2hHOLE -p-- (4 PLACES)" i l l t C TS B PL1 .a 4 m -s. l 4 +. 6 90 g ~ SECTION A -A ~ NOT TO SCALE
- ~
5 4 3/8"c BOLT ANCHOR ASSEf.!BL Y 4 / PL 3/8 "x 6 "x O ~"6" w/4:T/2*' Ha.ES j 3 / 3 '" 9 STD PIPE STRA[UNIS_TRUT P2558-30 ASSY ~ 2 / UN! STRUT PIOOO (LENGTH AS REdD) ~ / / TS 2"x 2 73'is~~(LiOGTH' A S i?EO'D) ITEM OTY !.'nTERI AL DESCRIPT ION FOR ONE SUPRORT If3 SiJ:;CRTS-l /~IRST ISSUE ECN 202G MECHANICAL l l l l l l l l lI l l III CLASS I SUPPORT FOR E RCW f SUPPORT 14-9 s, "l l..... l Z, h..h..p..l..e j,..J....l-!.m l.-l l l l sEcuoYAH NUCLEAR PROJECT lr/sc. .... A. L. H I L L. W'" $E. I#Y.', f.I. A UJ,H,yN g..., J. GRO O M S s e.e 6 Par >YLe* SN'-..... ~ m4... .r g rL:4kae t J Ci-
- t.-
Dr. r a.<..*** ....T. fr. 1. u N O... . //C Mt /.' fr...... 1451., 47A450 14[,I RC ,, 3 y,,,, y+,.- i e.. s.
/: I.T A NA LIEED SE/2 MIC _ SUPPO,9T ..SUPEdiat... u/I.' 7l. 36~ ~= T .. r t 8 %.-: - u.. /- c n < i~, / e. ?- t. Q -.idu?]Llb P'*' SXLI:1.35.: FM ee,,,,mfl!Y.o#..e$l9/f7d'. /M AIR C R D w !' !~l O
- 47A i.K : i '?
c.c... !P.. u,, 9hs/78 h P/PE SIEE~ 3 S C N d fh g @ P/PE,/5UPPORT ELEV.* (,f2I ') l / / # P/P/NG DwG. Ne.*47W /50-If A /L e'~ M \\/ 3 daA/POS/TE DWG. N2 : 47W AME' 27 /\\ \\ 'S. ATTACH SUPPORT 70.' r /ut INf-- h 4 / >U ?/G - / 4l 1 PO33/5LE /NTEftFE/CENG5 OR PROBLEMS
- Loc Arto N PL AN FL /2 4 6 '? '- 0 "
xX. 9 =_ DESIGil LO/!DS l flES'(') ,9 -gic w L = I.o +(Il 5~c>~)(t-f) = M 8 % /70# Q*- F =R v = 34& s' ~ g r,g a ~ f3 -L1 C y 4 Fs = fu = l8! % IB M 3 F/)h/ 4)AK L. = / 4 f~ T w7/FT : W = //<565 $$/FT - O! t E O a l l FOR REFERE~^lCES SEE
- M'A3 7ER L/ST i
l
o ~ ~~ ~ ~ ~ ~ ~ ~[ SEA M[M O U E N T lb f1NESTUC _.... ~~ . -. - _ _ _ - -... _ _,, a /....... r4 .R oo., o I !; Ii i ll d I \\h N l n-f = v/ L = { l.5%)(l+)= lb2 #
- ,021/k34 -f=
P L3 /6Z l/LN . /34w# I=3EA 3 (_2.9 EC.)(.. O ZA) = = ) 7~5 12 "X 2 "X { i USE. A= /"27 igt F2 .T = .6&B \\tk pgj/ S= . ccri' tw P= .726 I4 I 0048 ff =(ew.s).M t Of i eh l R .e i
SNP 4'M/:D- /f ~i ... / .? k _.~.._ D c - d'P / O d P/i=.C e,ca o _. om... - - _ _
- 1 1
N REF 1"I g k, (y {_'sx =. Rn L Gib'!2'd p 0< gsr o. 9 3_ RnL OMO/D) ' q-g #Z .pb 0 s gg px Rv ?., n ,79
- k. C l A
- j. 2 7 Fbx =. (o F =.
G (sc> KSI) = 2.t. co KSI RE F F_. rE 3 6 g3 -18 F6y =, c, Fy =, C, (3c,KSI) = 2.1. G KSI KEfr = (2)(12)/,72G, RE 33,06 = Fa /p,(fg52 fjg.3 [1 Abr_._ Z !,O REFZ _g_ Fbx }. -F6 Fby p3 5-L l FL 7Cf 5 l ~ Y f' g = 'S l0 I~O Y (b % I 170'G.I197 -- *lffl($[ fy = A qAi /< 27) \\ -l 27_) - t REFF Fv
_ 4 Fy =.+(sc.KsI) = 14A K5 E P3 s-E fV
, /98tG( Fv = 1 +.4 Ksr. +O ; a a_ '0 s
rige c A eT)- n- ? ._f>AS E..P LAT E LO A D S _ _..._._...... _. <~,.~4?d.M_._cm Q c..a.... ~, // n. n p = /- f,,, I I' e ) ) i , o w 1, O O 612 : 7, I . <o r. i, y .y. 'i, ? .a' +: 2 .3 O O .4, - i:, y % j // R. L (185ll2$ /g. x. P7~z \\/ y _ izo o o a cco m.1 ~. m.., g V x = ?'" ' " 5 '2) . i n " 'T~. ~< i=ooo ,zooo w n.." T 4 h h !I g.,;; :.:... TR Y k " ANCHOR B3 tty g A = 07f I N ' REF S To = /.5 xies,rt 2 2/. e n/p.c e3 is Vo = /. 29 K l PS' PS '6 1 ./ 2 4 *, y 5 2 N E .G: b
' PLATE NUMBER = 1 ANCHOR TYPE =No COMPRESSION n WI.DTH OF PLATE = 6 INCHES LENGTH OF PLATE = 6 INCHES MODULAR RATIO = 9 ANCHOR AREA X ORDINATE Y ORDINATE NUMBER SO Ill IN IN s I .078 1 1 2 .078 5 1 3 .078 1 5 ^ 4 .078 5 5 LOAD CONDITION NUMBER = 1 '-~ VERT LOAD =.4 KIPS LOCATION X= 3 IrlCHES Y= J INCHES APPLIED MOMErlT ABOUT Y AYIS=.2 KIP FEET APPLIED MOMENT ABOUT X AXIS =.2 KIP FEET TRANSLATED.HOMENT CENTERLINE ABOUT Y AXIS =.2 KIP FEET TRANSLATED MOMENT CENTERLINE ABOUT X AXIS =.2 KIP FEET PARTIAL PRESSURE CASE ggg pg, 7pfgg CONCRETE PRESSURE (KSI) C4=.36 p ac
- ,3g PRESSURE BULB GEOMETRY V
Zi=_3.16 -
- te#b 2
2"I . Z2_= J. 1 6 _ " "nN w a ANCHOR STRESS GROSS LOAD b NUMBER AREA (KSI) KIPS L..._..---- f I 6.97 . 54 TL, .' l!!, { 2 2.89 .23 : 7t c I .g; y 3 2.89 . 23 - TL,3 l s T L.:. L' r j g LOAD CONDITION NUMBER = 2 I NCH ES F ' ~.,, J. r c cy VERT LOAD = .4 KIPS LOCATION X= 3 INCHES Y= 3 APPLIED MOMENT ABOUT Y AYIS=.2 KIP FEET APPLIED MOMENT ABOUT X AXIS =.2 KIP FEET TRANSLATED MO.iENT CENTERLINE ABOUT Y AXIS =.2 KIP FEET ' N 5 ( M : 0 2" yg TRANSLATED MOMENT CENTERLINE ABOUT X AXIS =.2 KIP FEET C PARTIAL PRESSURE CASE / jj),, kx 1.[LX.IT2)dgl bhX X[r-( ^ 1 CONCRETE PRESSURE (KSI) C4=.31 y . PRESSURE BULB GEOMETRY 4,' j 6 bF - }/~ 7 ') f~4- ^ E-
- 72. 4 ANCHOR STRESS GROSS LOAD NUMBER AREA (KSI)
KIPS I 3.98 .31 2 1.26 .I 3 1.26 .1 y e' p q f f -i m
SNP 4//// -fG'O -l4 - 9 -n _B OLT_ S.l Z. E. .C H E C K.. O ..... _...._._ r ovn=6/M._ ._ cart._ -. O CF n.,,, e,uno /O FIF 8 To = \\/o = /,,2 5- [23 16 REF 8 ] g To - T 1 g pg 5 To \\ lip =. I' S ~ ;' 'I li d =. ,f]T' KIPS l< o j Viz.= I I' # ~ \\ l,LT = /,0fd ktP3 \\ /, t j vi e ,,,.'*3)i,27= 739p N !P.5 # ~ ),2r = t.25 Ntes VL.= 48~ 0 4
- 8. \\l4 = /. 30 T K IP.5
( /65 f+( .170 hr 25/ V = - k$* + Ib' fl = ~ A VL = 4.305 ytes > \\/ =- .1s1 Ktes tau.. = 1.t To .3 V =
- ,i(f. g.) __
a (:.isi) _. / 9h' m Boas 4 Tut.t. = /, q3 i< in > Ti.. mi.x = 5~V-kip 5 i ~ g', U S E. ?/g " A M C HO R. SocrG E M1NIMUM E.DG E D ISTANC.E REFZ. j PS 5-43 h, "'M tN. ALLOVH1BLE. .j PL. Di met 4SlON OF /,. > l
4/;o :.......-//7Ad'?) .N-7 n, .o _W E LD.. SIE. E. CALCULATIONS _ D ~u"oalt-l.>m.-----... d R. n... c.c.. n Sw = b. d + dN = f2 x.1}(z /3 'h - C'H3iAJb ~ P.E 4 L w = 2. b + 2. c) = 2 (. 2 ) 2- (, 2. )= 2 id F9 ~I 4-< 06x. Mx $250' -) -= 4 /6 *il s y, g-g g 3,n, T (/78y Ii) ZT / 3 8.->2 / ) .My g 'i _ S y_, . n s. o '- f's = g/ f'ef + fa3.' = ' ( 4./;). ")'+ ( Sj.,T") * = 5453 I t. //l //0 --A= Rv = _ m 4' _ g4 E i ~~ 1._ tit C i t) /W i f v._ /ha *+ R ' y / 7o + f_3.( /es-= f A 1 -37e Lw g g DJD -F =,(-Fe +-fd" + ( -F v )' - (57#t.#- )4 ( 3 / )' = fa! l /4j WELD SIEE= -f L 4n l. 928s 'y li:' n - G)f.8@ ;z 16> qs =, o 1 i USE '//4 " MINIMUM FILLET WE.LD R E p 7,, o .i t p3 s-a. i TXBLE l. f i 2 + 2 1 A i E .l R e i s
l l' $ LL~ ist 7 \\; ,. 3 ~~g "h h$$, gj W l$$ i O 4 X l ~\\ %V i N (/ T iii /2' 4" .!r i i! i i i l l ) y4"TYP ~ ~~ ~~ ~ ~j ~~ ~ ~ ~ LOCATION PLAN 'g, l l )gp '. l l 3" PIPE ij ~%~ 5~itMo~lo" s i i g I I N TS. \\ l 5 1 l l -l (4) Sd6 HOLES EL 7/O'f / M l l l / s i i i __<f 6 I, I, I i, i I b b k i s lN F I I 1 x> r Q i \\ q frP e e >i y \\ 6~ I U'" TYh / 2~ _2" g- = \\ "A n ELEKQTION LOOK!NG NORTH NOLEs: 1 FOR GENERAL NOTES SEE 4 7A464-l. ' 2. SSE DESIGN LORDS: RV - /649 " RH=0" Rn :0
- 3. TVA P/PE CLASS C. ~
NOT TO SCALE 5 4 //2" # ANCHOR BOL7* ASSEMBLY 4 / 2 //2 "x.9 "xO '-9 "LG A36 3 2 TS. 3 x3x %t xO'-/O %" LG A36 2 2 TS. 3x3x V4 xO'-4~ LG A36 ~ I / TS 3x3x V4 x l' 9 %s "L G A36 ITEM QTY MATERIAL DESCRIPTION FOR ONE SUPPORT SEISMIC CATEGORY I STRUCTURES MECHANICAL - CATEGORY T l l l l l l l l l l l l I II SUPPORT FOR CCS f*'\\ SUPPORT DETAIL 3-l5I l aca ao l o.re loi. % lcmlsveli r.al.s,lso l.cn.l.ml l l l SEQi>OYAH. NUCLEAR PLANT e T ENN. ESSE.,E VA.L..L.a n a.. AUTHORITY EY ossa Na mse o v n.c or t= ce sis = on e n Su6 a c comus wt o Arenovao ... _..".' r v t e...... .....a svw...... x woxvit t r 45l u j 4 7A 4 6 4 3-151 i SECURO op assee AB CL s4TALKTT.D
boMPon/EN/~ $s o // p/6 AA/6/W G# //Nt,i)7~2F/; fl~ilblE'!!-8? /! i/ i b A7A Nh / 5/ -d&n.I /./$ 47 p . EDG 7-/'l-7 9 &-/sc<' Os n /;c17ox ru. J e /- w.' c. d,,,,,,,,,, *. 0 4 & iT~ . DOM <'.6 47' '*. : oiv / 3& d' / 7 O/ccx' A'sM/5e2 3 rwa ss -a;/ //vrenAverAnoAt of cout'po7z9 0Al0LN/ f/OA/.S) AtL-sp ,kN/[lY6/.5 [37PE33 ? -7NE 13 2"Y $N Nd " Mb'M8C 2.3 i=920 VfD p To .8 c /Mife 7~A/AN ADEQW 773,CC2 77![ iWY)7i1/ff//l'.dc) A DS ~~~7~~//s JLJffa2/ ~/ Vf/// / d~VEf 3/n. gaan aL k 2
_.. t ao ' - .-o, = I' DAN.G Eic'. 4 L /i/J/!!. c.b: 2*'.(/! ec,,..,, fhrcf,e /./(7) p r.o. < n RD C .,.s.r '7.- 2C_ -7 ' / { /N g X V,L(At.' f,:G1& WA72
- 73 5137:
t t N'D n L OA D/ i'/r., ; X=0" ~,.. (= /fo 47 " / k j / 4 r/ / IN % ,?woah /'(l? ) /sv A 4c %-@y,/z y' 6.. y;,. = x x o 6 "' @c i A ,, t.. ,}.s-o x p./-. ./- ~ i (/ '/ i N, ,. / 'i ' N ,/,,' N d,,.# '. \\a[ i ,i' 'd: 9 e*. s v.; c ? E
Q F + k k h ~~ t t l b k k k it v. k 4 IO 4
- +
i
- +8 4
'/ ** 42 + + g a. + (,
- +3
- +1 4e
- +
- h
- 6***
+* y O 4 ?+ Pla i flu. I li A'infil' R)R Af f AI.Y!il.3 JT.25 A( * /!:467.-89) X
i l 3SUR06* - "Dr. l 31-7/01/13. 13 f6.54. SUR06 F,C"D a i l 1 HAtlCER FOR ANALISIS dl.25A(47K464-091(00R061 110 ANALISIS 120 lit 130ftTAELE 140 1,29.6E6 11.EE6 150 SPTELE ) 1,-10 131314 3 -1,4 1.5 1.5 310 JOINTS .) 2 io.75,39.1875 'O 3ir0.0 3 4,ii44.0 3 5 :i43.0125 ) 3 6 >4.75 1 7 i9.5625 J C,ii44.0 1 9 i31.75 J 10 ii.5525,37.1075 '60 RESTRAlHIS J 9 7i0 / 000 SPAHS 3 Zi2:3stil 1334 1 4.4:5 3'O 3 6 oil 9 7,7 0 J 8i8 9 .1 9 0,10 3 10 10 2 210 l.0i40 LNG +1 220 SPECIAL 230 0 0.3,0i2 240 FORCES / LD 8,2:1647.0 '420 LC*. DING -1 410 SPECIAL '120 0,0 3 0 2 420 FORCES f 450 6 2 -1649. N ADT.
SAC 5 STAllt ANALYSIS OF 0Et'Ett.L STRUCTURES STRUCIURAL DfilA".lls RESEf.RCH 10RitRA1:0t b hat:CER FOR ANAL 1 SIS JI.2%(47G64-Bt)(%N.I. in SPACE FRAME fNALYSIS Sil FORE E!!D Ail Et:0 MA1 Erit,L CE0110tl ROTA1103 'AN LEN0iB JOINT J0ll:1 CODE GliE ANCLE TEMP. 2 4.75 2 0 1 1 3 5.81 3 4 1 1 6 4.01 4 5 1 1 5 4.75 5 6 1 1 6 4.01 6 7 1 1 7 4.01 7 C 1 1 8 22.19 8 9 1 1 9 4.81 B 10 1 1 10 4.81 10 t i 1 j i J0lt!i C00RDluATES llNT I I I Z 0.000 4.750 07.108 l 3 0.000
- 0. Ci'0 39.180 O 0.000 0.000 44.000 5
0.090 0.000 40.813 6 0.000 4.750 48.013 7 0.000 9.562 40.013 8 0.000 9.562 44.000 9 0.f00 01.750 44.000 19 0.020 9.562 3'i. itt NATERifit Ftti'ERilES ODE E F0lSS0X'S DENS 111 THEir.AL C0 EFFICIENT IIELD I 19.CE406 .310 C. C. 0.6 FEE 434 CROSS-SECT 10H FROFERilES 50nENTS Of It:ERilA Sl!E AR RA110 10R;103 UARPINO l'E ?. OLE AREA I T i ? CONSTANT CO*:STANT Fl!. 1 2.59E+00 3.10D f0 3.llE400 2.0') 2.00 4.3EE+00 STRESS RECOVERT VALUES COMBit;ED FDINT 1/3 f0llil Z/4 'JDE STRESS C11) C(Il R(EF F) C11) C(Z) R(Eif) Ib4 1.500 1.500 1.CI'D l
AIUR041 iJaN 13, 1977 1E.53.17. IA0L 2 51:110 A:tAttSit 0F 00:ERet Slf t:Cll'REf 1;At:0ER FOR At:Alicit 41 WWKU.4-09) Et'ON.) j O.lFIEDLEtiRAIN15 J1:11 DlfiEC110:: VALUE 1 123456 l ~~ MDING N0.1: 41 fifrLIEDFORCES Fit:AL Ollii DlR TIPE VALUE J0lllT INC. 8 i FORCE 1.64tE403 3TAL AFFLIED FORCES: FG)= 0. Flf) : 1.64tE403 f(Z) - 9. 9ADING N0. 2: -1 slFPLIED FORCES FillAL GltOIR itFE VALUE J0ltll !!!C. 4 i FORCE -1.64tE403 GTAL AFPLIED FORCES: FG) : 0. F(f) : -1.049E403 ftZ) : D. b
', a 0 5 STAllt A:: Alt 515 0F CEl:Ent. ETRticitlREL SI E ~t'RAL DiMatit! EE5E.'4 01 f.I$i'O ui101 O HANGER FOR A:ALYSIS Jf.25A(471:40-09)(5t*06). u LOADit:C N0. 1 +f JOINT DISFLACEnElliS l 'JINT I 1 I 11!E1 Mil 11!ET Ai11 It!ET A(Z1 j 2 9. 4.271E-04 -1.077E-15 7.4'J4C 17 9. C. 3 9.
- 4. Bile-04 -1.433E-15 7.1ME-!7 9.
9. 4 9. 4.871E-04 -1.431E-15 7.430E-17 6. O. 5 9. 4.071E-04 1.430E-15 7.503E-17 B. O. 6 9. 4.871E-04 -1.060E-15 7.177E-17 9. C. i 7 3. 4.871E-04 -7.34tE-16 6.llEE-17 C. D. 8 9. 4.071E-04 -7.3I(E-16 6.917E-17 C. C. 9 9. C. D. D. E. O. 10 0. 4.071E-04 -7.305E-16 C.373E-17 C. O. JOINT EEACTIONS j 'OlliT F(I) F(T) F(l) M(!) M(1) M(I) 9 9. -1.649E+03 -3.022E-12 -2.512E-10 C. O. O, UMP.Allut!0FFORCESAlJ0lltiS JOINT 2 PAN F(Il F(T) F (l) n(Il it(11 n(Z) 2 9. -2.910E-ll -3.049E-ll 1.053E-10 C. 9. i8 0. -5.821E-ll 3.047E-ll -1.053E-10 9. O. 9. -0.731E-ll 4.963E-13 ';.91fE-23 0. D. J0lt4T 3 FAN F(Il F(Y) F(Z) K(Il n(il n(Il 2 9. 2.910E-ll 3.049E-Il 3.955E 11 C. D. 3 C. 9.426E-12 -3.049E-Il -4.400E-Il D. B. 9. 3.853E-Il 6.121E-23 5.255E-12 F. D. J31NT 4 PAN F(Il F(11 F(Z) M(11 M(Y)
- (Il 3
9. -9.426E-12 3.049E-il 2.126E-l'1 9. 9. 4 6. 3.634E-12 -3.093E Il -2.ltlE-Il C. C. 6. -5.792E-12 -4.370E-13 5.489E-10 9. 9. b
'flJRCat. aui 13,1979 12.5?.37. f?.0E i i SIAllC AMAE151! 0F CNF@l 51'#.ists HM15ER FOR MtAL15!t J1.25A(47K464-89:(tMRD6; JO 5 4; F(1) F(f) F(I) M(1) M'f) M( ) 4 9. -3.634E-12 3.0??C-11 2.961E-12 9. O. 5 0. 2.110E-Il -3,0 DIE-li -0.51fE-12 9. 9. 9. 2.547E-11 9.171E-13 -5.557E-12 4. 9. JOINT 6 PAN F(I) F(I) F(I) M(1) M(1) It(Z) 5 0. -2.910E-11 3.001E-Il -1.340E-10 C. 9. 6 6. B.721E-11 -3.06tE-11 1.205E-lD 0. O. 9. 5.CZlE-11 -6.729E-13 -5.52;E-12 C. D. J0lili 7 FMI F(1) F(1) F(?) M(1) r.(f) M(I) 6 9. -0.73tE-11 3.0 M E-ll -2.761E-10 C. C. 7 9. 1.680E-10 -3.041E-11 2.556E-10 0. C. 9. C.D9?E-11 2.6tCE-13 -2.053E-11 0. 3. JOINT S m'pF(I) Fli) F(I) MI) M(i) MI) 7 C. -1.603E-10 3.041E-11 ' 612E-13 C. C. 8 9. 1.649E403 3.02EE-12 3.192E 10 0. C. 9 C. -2.602E-10 3.333E-11 -9.244E-10 9. D. O. 1.649E403 1.074E-13 -4.40iE-11 C. D. J01'4T 9 PAN Fil) F(1) F(I) P.!!) M(1) T.(2) S 0. -1.649E403 -3.022E-12 -2.SiiE-13 0. D. JOINT 10 ?AR F(I) F (1) F(Z) M(1) M(1) M(2) 9 9. 2.602E-10 3.333E-11 -0.70lE-10 0. C. 10 9. 5.0ZlE-11 -3.045E-Il 2.52fE-10 C. 9. D. 3.165E-10 2.830E-12 1.lBIE-10 0. D. O
M J,.; st,tuRcAt ;An 13, 1979 It.59.o5. .4 nct 3 ,9 4 $iAT[E M*.lISIS OF ClM[Rfl SIWCINF3 i HANCER F0R AKAUSIS J1.25'147)i464-09)iEUR36) D j . SAN FORCES M0r.EUTS JT. I I 2 I I 2 4 2 2 2.910E-il 0. -3.049E-il D. 1.053E-10 C. 7 2 3 -2.910E-11 0, 3.049E-it 0, 3.955E-Il 0. l 3 3 -3.049E-It 9.42EE-11 9. 9. C. 4.400E-il 3 4 3.047E-!! -9.426E-12 6. 9. O. -2.126E-Il -I i 4 4 -0.093E-l! 3.604E 12 0. O. D. 2.101E-Il l 4 5 3.093E-11 0.l01E-12 f. f. O. 1.961E-12 I 5 5 2.9tCE-11 0. -3.001E-Il d. 0.51CE-12 3. 5 6 -2.910E-11 0. 3.0 DIE-11 9. 1.342E-10 C. ( 6 6 S.731E-11 C. -3.96tE-11 9. -1.2E5E-10 9. 6 7 -0.731E-It 6. 3.0 LEE-11 C. 2.761E-10 C. 7 7 7 3.041E-11 1.lB3E-10 C. 3. D. 2.556E-10 7 8 -3.041E-Il -1.LS3E-10 B. 2. O. 5.611E-lD I 8 ,8 1.649E403 0. 3.012E 12 0. -3.192E-10 0. j t ? -1.649E+03 0. -3.022E-12 C. E.522E-10 9. 9 8 3.333E-11 -1.60lE-10 C. B. 9. -1.E44E-10 h 9 10 -3.333E-11 2.682E-lD 0. 9. D. -3.702E-10 10 10 -5.CZlE-11 0. -3.049E-11 0, 2.52?E-10 0. 10 2 5.821E 11 9. 3.049E-l' O. -1.053E-10 9. STRE!.3 GLCUtAIltn3 i Sh. END tt2/Sti M1/Sn F/A SUET,R E0:3ti:ED Raila f lEl.D l2 FORE 0. -4.997E-il -1.174E-11 0, 6.12tE-11 .70 2 AFT 0. 1.077E-11 -1.124E-11 0. ";.001 E-l ! .f0 3 FCRE 2.127E-11 0. 1.177E-11 B. 3.304E-li .20 3 AFT 1.0"9E-Il 0. 1.177E-11 0. 2.107E-11 .00 i 4 FORE 1.035E It C. 1.194E-11 0. 2.229E-Il .00 4 AFT 1.40LE-12 0. 1.194E-Il 0. l.335E-11 .03 5 FORE 0. -4.04?E-12 -1.124E-it B. 1.515E-11 .r0 5 AFT 0. 6.36LE li -1.114E-11 9.
- 7. 4 50-11
.tB 6 FORE 0. 6.lftE 11 -3.371E-11 9. 9.471F-11 .f3 6 AFT 0. I ?!lE-10 3.371E-Il 0. 1.64E-1r .00 7 FORE 't.213E-10 05 1.174E-il D. 1.3?iE-10 .00 7 AFT -2.664E-10 07 -1.174E-11 9. 2.781E-10 .00 8 FORE 0. lftSE-10-6.367E402 D. 6.367E4f2 .fl ( G AFT 0. 1.ut7E-10 6.367E402 0. 6,367E*02 .02 9 FORF -4.38tE-10 0.* -1.207E Il D. 4.517E-10 .f0 9 AFT 1.757E-10 0.s -1.2R7E-11 0. 1.Ct6E 10 .00 t 10 FORE 0. -1.tt6E-10 2.247E-Il 0. 1.421'-10 . C 7, 10 AFT 0. -4.Ai7E-Il 2.247E-11 9. 7.144E-11 .23 i 'Allr.'JM STRESS = 6.367E4 2 ON SPAN S O
AIU,EDAT ' AN 13,1979 13.01.12. FALE 4 ' ST AllE fit:AliS15 Of LEl;ERAL SliWEit'Rts HAl:0ER f 0R A!!ALIS!5 JT.25M47t'.*64-C?)(5;iR01.) b u .J1NG :3. 2 -I JOINT DISPLACErEWIS 31NT I 1 I lhEIA(Il ll;EI A(1) THETA (Z) 2 9. -1.021E 03 1.241E-04 3.314E-07 0. C. 3 9. -1.079E-03 1.192C-15 5.192E-05 0. 6. 4 9. 1.56LE-03.l.lCCE-15 7.507E-17 C. C. 5 0. -1.075E-03 1.lR4E-15 5.192E 05 c. O. 6 9. -1.027E-03 -1.241E-04 -3.394E-07 9. 0. 7 9. -9.742E-04 5.52(E-16 5.15 2E45 0. C. C C. -4.871E-04 5.490E-16 -5.055E-17 8. C. 9 6. 9. 9. 6. 9. D. 10 6. -9.742E-04 5.447E-16 -5.192E-05 0. 9. J0lui LEAE11043 31NT F (Il F(Il F (Il M(Il M(Il T.(2) 9 9. 1.649E+03 C.75CE-12 1.447E-10 C. 9. j SUMMATION OF FORCES Al J0lHIS J0 g (I pax F Il F(t) F(2) M(Il M(11 r.(Il 2 C. C.245E402 6.003E-11 -9.952E402 0. C. la 9. -0.245E402 7.500E-Il 9.952E402 9. D. 9. 1.74LE-10 -1.50tE-11 0.630E-12 0. O. JOINT 3 FAN F(1) F(t) F(Z) 11(1) M(t) M(Z) m 2 9. 'e -0.245E402 -6.003E-Il 9.95?E*02 9. 6. 3 ( B.245E402 6.552E-il -9.952E402 0. O. 9. 5.093E-11 5.495E 12 3.63EE-12 0. C. JOINT 4 TAN F(1) F(Il F(Z) M(11 M(O M(21 3 8. -0.?45E+02 -6.552E-11 -2.973E400 0. B. 4 8. -8.245E402 6.224L-il 2.9731 33 9. C. 9. -1.645E403 -3.206E-12 4.36tE-11 9. C. O
duRLAI.JM. 1,. tili 13. ~ t. J. t nvt ST A110 AMAllS15 0F G!llite,L tiRll01ULE?. liA!;5ER FOR At:AL1 Sit J1.2%(47E41A-09)(L!Ut!.) f (5 J^* F !) Flt) F(7) r-(11 t'. ( f ) n(I) T Ai. 4 8. C.245E402 -6.224E-11 9.95'E+02 6. B. 5 9. -0.245EiO2 5.034E-It -9.952E402 C. D. 9. 1.601E-10 -3.980E-12 -3.274E-Il 0. 2. J0 INT 6 'AN F (1) F(1) F(2) M(Il n(1) M(Z1 5 9. C.245E402 -5.034E-11 9.952E402 0. B. 6 9. -E.245E402 5.821E-il -9.952E402 6. O. 9. -2.320E-10 -1.279E-13 3.600E-Il 0. 9. JOINT 7 TAN F(I) F(i) F(2) n(I) M(11 M(2) 6 C. 8.245E402 -5.0ZlE-ll 9.952E+02 0. D. 7 0. -0.245E402 5.749E-11 -9.952E402 0. C. D. -3.056E-10 -7.227E-13 6.9 tie-11 0. O. J0lHT C ?AHO (1) F F (1) F(Z) M(1) M(f) M(I) 7 0. C.245E402 -5.749E-11 -2.973E+03 C. 6. 8 9. -1.649E+03 0.750E-12 -3.309E-10 9. O. 9 9. C.245E+02 6.646E-Il 2.973E403 0. D. 0. -7.276E-12 2.291E-13 1.310E-10 0. C. JOINT 9 PAN F(1) F(1) f(I) n(1) Mlli n(I) 8 0. 1.649E403 C.75fE-12 1.4'7E-10 0. D. JOINT 10 PAN F(I) F(1) F(I) M(1) M(i) M(Z) 9 9. -0.245E402 -6.646E-ll 9.95EE402 9. C. 10 9. B.245E+02 7.500E-Il -9.952E402 0. 9. 9. -7.203E-10 8.61SE-12 1.637E-10 C. B. b i ( l l
ATURDAY
- J'All 13,1979 13.03.56, f10E 6 STAilt ACAllSis 0F CE!'ERhl SIRUCillCES HAUCER FOR ANALYSIS dl.25A(47i:464-09)(5UI;06)
O PAN FOREES MiT.E!!is JT. I 1 Z 1 1 2 2 2 -B.245E402 0, 6.0PE-11 9. -9.952E402 0. 2 3 E.245E402 0. -6.003E-11 0. 9.952E402 0. 3 3 6.552E-It 0.245E402 0. 9. D. 9.95iE+02 ,~ 3 4 -6.552E-ll -0.245E402 0. 6. C. 2.973E401 4 4 6.224E-li -0.245E402 D. O. D. -2.973E403 4 3 -6.224E-Il 8.245E402 6. C. 9. -9.952EiO2 5 5 -8.245E402 0, 5.034E-ll C. 9.?52E402 C. 5 6 C.245E+02 0. -5.234E-ll C. -9.952E402 0. 6 6 -0.245E402 0, 5.021E-11 0. 9.952EiO2 0. 6 7 8.245E402 0. -5.SZiE-11 0. -9.'i52E402 0. 7 7 -5.749E-It -0.245E402 C. 9. D. -9.952E402 7 8 5.749E-Il S.245E402 0, O. -2.972E403 8 C -1,649E403 6. -0.750E-12 0. 3.38'iE-10 C. C 9 1.649E+03 0. 8.750E-12 9. -1.447E-10 C. 9 0 -6.646E-ll C.245E+02 6. C. C. 2.973E+03 9 10 6.640E-Il -0.245E402 E. D. D. 9.952E+02 10 10 -C.245E402 9. 7.508E-Il D. 9.952E402 D. 10 2 8.245E402 0. -7.500E-11 0. 9.952E402 6. STRESS CALCULA110ns flElli PA 10 MZltn M1/Sn P!A SCEAR 00ntlHED RATIO 2 FORE 0. 4.724EiO2 3.lt3E402 9. 7.907EiO2 .02 2 AFT 0. 4.724EiO2 0.103E+02 0. 7.9n?E402 .02 3 FORE 4.724E402 0. -2.500E-Il 0. 4.724E402 .01 3 AFT -1.411E403 0. -2.530E-l! O. 1.4 t lE403 .04 4 FORE -1.411E400 C. -2.401E-Il 0. 1.4ttE403 .04 4 AFT 4.724E402 0. -2.403E-Il C. 4.724E+02 .31 5 FORE 0. -4.724E402 3.103EiO2 9. 7.907E402 .02 5 AFT 0. -4.724E402 3.103E4 R 0. 7.907EiO2 .02 6 FORE 0. -4.72 E402 3.103EiO2 c. 7.90 /E4 02 .02 6 AFT 0. -4.724E402 3.103E402 C. 7.907E402 .4 7 FORE -4.724E+02 0, 2.21?E-11 0. 4.774E402 .01 7 AFT 1.41tE403 C. 2.219E-11 C. 1.411E403 .04 0 FORE 0. -1.60iE-10 6.367E402 0, 6.367E402 .02 8 AFT 0. -6.070E-11 6.367E+02 0, 6.367E4E .02 9 FORE 1.4tlE403 C. 2.566E-Il D. 1.411E4W .04 9 AFI 4.~.'24E402 0, 2.566E-11 0. 4 n.4EiO2 .01 10 FORE 0. 4.724EiC2 3.100E+02 0. 7.907E402 .02 to AFT 0. 4.724E402 3.183E4 R 0. 7.907E402 .02 AllRUM STRESS : 1.411E403 ON SF'AN 9 O I
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P!.ATli iltintnii!= 1 ANC Ini.' iY:'I:--flo CD11":PiSIO:! D /!IDlil 0F PLATP ' O ("U!!' S LMNrrill 01. PL ATli= 0 I t 'Ci!!Di MODilLAl? I?A TID = 0 AiJCflo:! Alli:A X OlIDINAfH Y ORDINAlii NU Muli!< SO l '! Ill IN I 142 1.6 1.5 2 . 1 1 I. ') '/. 5 3 . l el ' 7.S 7.5 4 .14:! /. ') I. 5i LO AD CollDi rIOil '1UMuiil?= 1 VElff LO An= 1.64 i KIPS !.0CA f ION X= 5 lilCl!ES Y= b !!!Cll'iS APPLIED llouHili AUnllf Y AYIS= 0 KIP FlIET APPLIliD MOMEif f ABollf X AX IS= 0 KIP FlifiT TilANSI.A fliD M0!1 alt Cli'lT!!ill.I:ll AnollT Y A TIS =.06a3 /5 KI P FliliT TilAilSLATED M0!-tE:IT C!!!lTI:!tLIrl!: AllollT X AX1G=.06H3 /5 KIP Flitif UPLIFT CollDITIOi! Oi! A ICt!Ol?S ANClioll STl!E SS TOTAL. Follel! NUMBEl? KSI KIPS I !.93 .27 2 2.99 41 3
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.^) SAGS u STATIC ANALYSIS OF GENERAL STRUCTURES STRUCTURAL DYNAMICS RESEARCH CORPORATION 470053-764 SIS REACTOR BLDG SEG. UNIT'TUO 3'* SPACE FRAME ANALYSIS 22 3 FORE END AFT END HATERIAL SECTION ROTATION SPAN LENGTH JOINT JOINT CODE CODE ANGLE TEMP. 1 15.00 1 2 1 1 2 12.G0 2 3 i i 3 12.00 3 4 1 2 4 13.75 3 G i 2 G 1 2 5 12.00 5 6 13.25 G 2 1 2 STRUCTURE UEIGHT/ MASS = G.834E+01 l e w E a4* 4 1
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1 Tk!5SDAY APR 10, 1979 10.30.3G. PAGE 3 STATIC ANALYSIS OF GENERAL STRUCTURES 470053-7G4 SIS RIACTOR BLDG SEO. UNIT TWO STRESS RECOVERY UALUES CORDItiED POINT 1/3 POINT 2/4 CODE STRESS C(Y) C(Z) RCEFF) C(Y) C(Z) R(EFF) i i 4 2.000 2.000 1.790 2 4 1.500 1.500 1.200 ~ SPECIFIED RESTRAINTS JOIt;T DIRECTION VALUE ~ i 12345G h e eh
( 4 E C A P 1 0+ O E U 0 T 0 S 0 ET RI 3 UN TU C = U RO ) TE 2 SS ( F LG C AD N RL I 2 EE C N + E" LT E G0 AN 0 T NI 0 FC IO G OA FJ G E 2 3 SR I 0 SS i22i = 3 YI 0000 LS E ++++ ) 0 ^ U EEEE Y 1 4 L 0G00 ( i-A6 C A 0G00 F 7 I U 0700 9 C-H 7 I3 S S 9117 9 T5 I E S 1 A0 E C' E TA S R C , S7 OE EEEE R 0 4 i FP CCCC O 1 Y RRRR F t DT OOOO R i E FFFF D0 P I E l A L I O., PR L= N-PI Y.YZ2 P = -
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4 170.ESD07 APR 10, 1979 10.35.04. PAGE a STATIC ANALYSIS OF GENERAL STRUCTURES 47A053-7G4 SIS REACTOR BLDG SEO. UillT TUO . SPAN FORCES N0MENTS JT. X Y Z X Y Z 1 1 1.929E-11 -2.G00E+02 3.000E+0i -2.E98E+03 -8.100E+02 -7.020E+03 1 2 -1.929E-11 2.500E+02 -3.000E+01 2.G98E+03 3.G00E+02 3.120E+03 2 2 -4.357E+GO -1.370E+02 2.65GE+01 -1.329E+03 -2.819E+02 -1.cL3E+03 2 3 4.357E+00 1.370E+02 -2.650E+31 1.329E+03 -3.Gi9E+0i 2.tVEE+02 3 3 9.000E+01 2.547E-11 1 000E+02 -9.095E-13 -1.200E+03 2.474E-10 3 4 -9.000E+01 -2.547E-11 -1.000E+02 9.095E-13 -4.075E-10 0. 4 3 7.350E+01 4.704E+01 4.357E+00 2.07GE+02 -3.Gi9E+0i 1.288E+02 4 G -7.35CE+0i -4.704E+01 -4.357E+00 -2.07EE+02 -2.372E+01 5.180E+02 5 5 1.700E+02 7.27GE-12 7.000E+01 0. -1.455E-11 2.E10E-11 5 G -1.7GCE+02 -7.27GE-12 -7.000E+0i 0. -8.40GE+02 1.74GE-10 G G 2.311E-01 -1.230E+02 -5.E81E+00 5.533E+0i 2.372E+0i -3.'t91E+02 G 2 -2.311E-01 1.230E+02 5.5SiE+30 -5.533E+01 7.814E+01 -1.EG5E+03
-~ 'TUESDAV^ APR 10, 1979 10.35.21. PAGE 3 GTATI.^ ANALYSIS OF GEllERAL STRUCTURES 47A053-764 SIS REACTOR 3LDG SEG. UNIT TUO STRESS CALCULATIONS YIELD SPAH END STRESS RATIO l' FORE 1.05SE+03 .05 2 FORE 5.347E+G2 . 01 - 3 FORE G.044E+G2. . 02-4 AFT 2.855E+G2 .01 5 AFT 4.644E+G2 .01 1 i 'G AFT 9.224E+02 .03 MA'AIHUH STRESS = 1.958E+03 ON SPAN i 4 k e= l l i 1
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4 Item 3. Provide table of maximum design allowables and manufacturer's average strength values considering the actual concrete strength. Self-drilling Anchors - Attached is the requested table along with the manufacturer's information on which the table is based. Only two of the manufacturers furnished actual test data and concrete strength information from which we could extrapolate anchor strengths for higher strength concrete. As indicated in our previous response, the table shows that "TVA's qualification requirements are approximately 10 percent less for a given size and embedment depth that the quoted capacities of most 4 manufacturers." Of the four manufacturers Rawl is the only one who quotes capacities which are consistently less than G-32 requirements. In our opinion the lower Rawl test values are directly related to specimen size and testing procedure. (See the attached test report). To the best of our knowledge no Rawl self-drilling anchors were used at Sequoyah. Rawl has not bid on supplying any TVA project with self-drilling anchors and therefore we have not tested any of their anchors. Never-the-less we have used their test values along with Phillip to extrapolate average manu-facturer's data to compare with maximum design allowables. All extra-polations are based on average concrete strengths. The average concrete strengths for mixes 2 and 3 are based on 100 consecutive test reports but are typical of the strength achieved for these mixes throughout construction. .The strength gains from 28 days and 90 days to two years are also typical for these mixes as shown in the previous response. In our opinion the ratios of extrapolated anchor strength of the Phillip anchors to maximum design allowables is more representative of the existing installations than the ratios of the average values using the lower Rawl values. s Wedge Bolts - Most manufacturers quote wedge bolt capacities on the basis of a minimum embedment depth of h-1/2 bolt diameters, however, not all manufacturers state specifically that capacities are based on mini =um depth. In the attached table we have assumed all quoted capacities to be at minimum depths. The mini =um depths utilized by TVA vary from 6 diameters for a 3/8-inch bolt to 8 diameters for a 3/h-inch bolt. While capacity does appear to vary with the square root of the compressive strength of concrete there appears to be no fixed relationship for the effect of varying depth. The attached Abbot A. Hanks test data provides the best information we have found on depth effect. We have therefore used the Abbot A. Hanks data to provide the co=parison table for the minimum depths specified by TVA at a uniform compressive strength of 3500 psi for the concrete. The average strength for each size anchor is then converted to the 5000 psi concrete strength of mix 2 for co=parison with maximum design allowables. For mix 3 wi'h concrete strength of-6600 psi the ratios for design allowables are 9 percent higher. f 4 e 9
5 l In comparing all sizes the 1/2-inch anchor is the only one which appears inconsistent with the rest. We have experienced so=e difficulties in qualifying this size anchor at the mini =um embedment depth of 3-1/l+ inches on so=e projects. For that reason we have increased the minimum depth requirements of this size anchor to 3-1/2 inches for those projects. The average of qualification test results for the Thunderstud anchor at Sequoyah are shown in parenthesis. In general they do provide a close agreement with the extrapolated table. ) I .Nl k a e s e 9 0 it D t t e pb l l 9 4 8 e 6 b 4 O s e
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.., m.* o 4.u DRlLFAST FLUSH HEAD ANCHORS-No air or elec. fric tools required. Use Driifast hand driver to install. Threaded internally for U. S. standard bolts. Bolt Anchor Anchor Thread Holding Ship. WI. Code Dia. O.0. Length Depth Power 5td. per 100 No. (in.) (in.) (in.) (in.) (Ibs.)* PLg. libs.) 904 t/4 7/16 11/4 15/32 3660 50 41/2 905 5/l6 15/32 17/32 7.16 4000 50 5 906 3/8 9/16 17/16 7/32 6280 25 8 908 1/2 11/16 f.15/l6 25/32 9820 25 14 980 5/8 27/32 2 3/8 15/16 !!200 25 28 912 3/4 1 3 f.3/16 17600 25 44 -rrr.$ e- - -r P w.- f r ew.F ' L 1 - g y... g -. - _........g --~~ w DRILFAST TAPER HEAD ANCHORS-A drill and an. chor allin one. Use with air or electric hammer. Threaded internally for U. S. standard bolts. Bolt Anchor Depth in Thread Holding Shlp. WI. i Code Dia. O.D. Concrete Depth Power 5td. per 100 j N o. lin.) (in.) (in.) (in.) (Ibs.l* Phen. (Ibs.) 904 1 t/4 7/16 13/32 7/16 3660 50 5 9051 $/16 .l5/32 115/16 17/32 4040 50 6 9068 3/8 9/16 187/32 5/8 6280 25 to 908 1 1/2 11/16 2 8/32 7/8 9120 25 17 910 8 5/8 27/32 2 15/32 1 18200 25 32 912 1 3/4 I 3 17/64 i.9/32 17600 25 56 914 1 7/8 11/8 3 11/16 f.15/32 19560 25 72 ,,.sx.uo.er.y tr. p::. A wmmes.~n.3). \\ DRILFAST ROD HANGER ANCHORS-For insiallation of threaded rods. Use air or electric hammer or Driifast hand driver for installation. Threaded internally for U. S. standard bolts. Belt Anchor Anchor Thread Holding Ship. WP. Code Dia. O.D. Length Depth Power 5td. per 100 No. Un.) Un.) lin.) (in.) Obs.)
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(lbs.) 904-6 1/4 7/16 117/32 27/32 3660 100 41/2 906 4 1/8 9/16 17/8 15/16 4040 50 11 908-6 f/2 11/16 21/2 11/4 9120 50 17 910 4 5/8 27/32 3 117/32 18200 25 32 912 4 3/4 1 33/4 115/86 17600 25 54 ~ -- l t t *.- .... i DRILFAST TIE. WIRE ANCHORS p-y ~ r -- Y** wwm4.m.ar+.,4 54 %n. I Soll Anchor in Holding Ship. W1. DRILFAST TIE. WIRE ANCHORS - For applications Code D;a. O.D. Mnonry Power 5td. per 100 N o. Un.1 Und On ) Ubsl
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Ubi.) where equipment is suspended with wire to masonry 926 7/32 iS/32 1.i/s ran im 6 ceilings. Have no internal threads, install with air or electric hammer. 4
- Holding power in averano en7.erete. Comnuto safe wnrUna load at I /4 heldina enwar urims otherwisn ins"f ad.
I d.,. 2.. l 7. RIED H:2AD C O G" fF Ny. v. .1 % O f I.. j u J i.u u J u g C TT"v J=vJavJ wn ,2 s 1 J
- Drills its own hole, climinating costly carbido bits.
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- 110sists shock and vibration..
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i with tho 747 Roto Stop Hammar. } I PHI L L!PS The RED HEAD Self-Drilling Anchor provides its own case-hardened Red HL.d' steel drill for every hole, eliminating the need for expensive and easily / i damaged carbide drills. its unique design assures consistent holding Capacity plus superior resistance to shock and vibration. It's the most dependabic heavy duty anchor in the industry. Installation with the i 747 Roto Stop Hammer creates one of the fastest, simplest and most fg ]' economical" anchoring systems"in the world. ff g INSTALLATION
- 1. DRILt. HOLE - Remove ancho[3h 29 i
y 0 itti"- and cican out hole. Placo
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- 2. EXPAND ANCHOR - Reinsert s
f_. f_ ] anchor in hole and expand Q /g f until flush. Snap off cone. W: '-*-- .0 =*** !m, . ~ (% I. l. 7 Y:' Mft. Q) ) ha- '"T: ?:t * .. r.::. a'3.a
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- toad capa:iti in 3500 P.s.t Concrete.
PHI L L. PS gYPe
- tes, Red Ht.d" 8 For installation Ocoth Octsice with electric Cat.
Belt in Con. Thread Diam. Pullout shear I or air impact N o. Size crete Depth eter i
- hammers, e $.14 f f' l!n '
h" Ri' 3670 1335 ) l e 516 R." 1 s t." "h* '?ir" 4060 2030 / ;{t l e S 38 8s* !"h* ?r." ?f.* 5670 3370 7
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'4." "(," 3500 6720 2? 11.700 11,900 J f ] e 5 58 's" 2%* 'N.* l' h* eS-34 h* 34* !?L" 16.200 16.200 - I + . $48 ?i" 3 'u." l'!h" !!6" 17.850 18A50 / n Flush Lue Capaeann i/ gYPe 3500 P.S.L Concrete, / \\/' tes. For hand instal. Depth Outside N ~ lation with Cat. Bolt Thread in Con. Diam. Pullout Shear FH.300 series N e. Site Desth crete eter flush / holders. . F.14 .a' 16 f' !,i' Jtii0 1335 4 'S
- 4060 2030 I
(See P.16)
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8* !!6* 4 h 8" "h" I k." ?(,* $670 3370 e F.38 i e F.12 !j' 22h* 1 "i. '4,* 8500 6720 . F.58 s" ?i* 28;"
- '6" 11.700 11.000 s;
A j.* 4 e f 34 8a* l'4 3* l' 16.200 16.200 If ,,,. f k4. / h l. i
- 8esed on independent Testing Laooratory insis. Recott avasi.o's on P. 21, Testa conaucted in stone aggregate concrete For manufacturers recommended safe worteng loads use 25 ofdoove load vaisses.
a Wests or enceeds U S. Covernment G S.A Speed. cat on No. rF s 325. Group til. Tge 1. (Oated 9/10/57) ! f ~~~'" [ ,],. Per lastalletten in structural light weighi sencrete use 70 et the stieve lead values. !
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= l i j RAWL STEEL DROP.IN RAWL SADER. TOOTH Snap.off flush type A, ( /n'i%. 6.muZiA 3,h 1 7@ ',.-~O r '"""**," h.d f]"K. '.'" T'%p 7 7 %f ',W. 1 ..A m. .m. ..--_tm,.,a___.m .o v-i ] 6005 '$h" 1?h" 's" 100 500 6 1 6006 !s" 'f." 1'?6* 50 250 10 To be used in predrilled hole. 6008 M" 2?n* M" 50 250 17!j 6010 M" "6" 2"L" 's" 25 125 36 m, 6012 M" 1" 3M" 1%" to 50 50 y. . $3
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3:; 7.3 E, .y, ' ~- 2~ M' --.=-# 1 ;" 10 50 76 8 6014 M" 116" 3"4" 6460 M" N" 1M" 100 1000 4:s 6462 2i" M" 1&" 50 500 8 Hand flush type 6405 lj" 'M" 2" 50 250 14 6467 2H" 25 125 28 my rp*, ,,,,,.m ~ 7 + 1 6468 M" 1" 3" 10 50 49 1 b.wl 'e m m
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~____~_a ) c. _. cq. m_ur...- ,-,.__.______1. m.. 6104 1'." f," 100 10C3 4!. 6105 "h" if6" M" 100 1000 4!j Rawl saber.looth hand holder 6106 M" 1%" 50 500 7!1 6108 lj" "4" 1'% M" 50 250 14!i p 6110 M" "h" 2'i* 25 125 30 li V..b ...,..,.. ~ ' ~ ' " " * " ^ ~
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3" tii" to 50 44 --) Tie wire type The Rawl Sabor-Tooth Hand Holder is used for rnan. -5m ,mq ,, 1.
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UalInStallation of hand flush and rod han er Sa::er. h m m '" r*!s.**'*i.. .>^**a' n.-
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Tooth Anchors. .L 2 6732 l 'h l '5n l l 'i.' j1"n' l 100 l 100 l 5M s.<. > ,.-- m._;;.2 m. .e E. I'S ' "' ' " ' 'p#. .a m.
- 7. t
. r. I'E ' * ' " " Certified pullout load tests
- 6804 1
1% 6508 1 1 ',. 1/4" 5/16" 3/ 8 " 1/2" 5/8* 3/4" 7/8* 6805 f f. " 1 1% 6810 1 1% i 2.710 3.025 4.775 7.160 10.600 13,600 20.565
- NOTE: figures shown an scove taose represent everages of a: rect aurelload tests cornaucted uncer toest laboratory cana:toons, en con.
crete escrecong 3.000 cs comcressive strengin These Ingures should be use0 on conjunction wth the mtormstron contsoned on pages 2 and 3, 43 42 .; ilWP e 4 O s g 9 l S
gQ y gr - PI11SBURGH TESTING LABORATORY z, ;j-Q ,r .....L,.... .S., g(,
- .' T CHICAGO. ILLINol0 e'No
$$[ "v".kU,'rI[.."v'J7e"O..N EI4 I,'."l,[."I.*, 'e"L .U.Jo"luY'O.'s[ EO. ^ ) $OR PW96fC&f f 0N OF S f AT(4 CNTS. C O eCLu tsO st om 13 f parf t F#Cas Om a gGanDING OUR REPORTS IS RESERVED PENDSNG OUR WAITYEM APPROv&L. LABORATORY No. 93110 (10 31 56) ORDER No. CH 3071, Cll 4457 94277 (6 30 53) CLIENT'S No. P0 6903P, 821 REPORT (Consolidated) TESTS OF: RED HEAD SELF DRILLlHC CONCRETE ANCHORS f PULLOUT TESTS SHEAR TESTS Tensile Average Shear Average Cat. No. Bolt Size Load,Lbs. Load,Lbs. Type of Failure Load,Lbs, Load,Lbs. Type of Failure 3,728 Concrete Failed i 1,000 Bolt. Shear S 14 5,125 4,009 Concrete Failed 1,550 1.363 Bolt. Shear 1 3,175 Anchor Pulled Out* 1,540 Bolt, Shear 4.625 Conciete Failed 1.930 Bolt. Shear S-16 M* 5.025 4,425 Concrete Failed 2,240 2,073 Bolt Snear i 3,625 Concrete Failed 2.050 Bolt, Shear i 6.125 Concrete Failed i 3.270 Bolt, Shear S-38 6.425 6.175 Concrete Failed 3,320 3,443 Bolt, Shear 5,975 Concrete Failed l 3,740 Bolt. Shear 9.809 Concrete Failed i 6.650 Bolt. Shear S-12 9,109 9,259 Concrete Failed 7.020 6.856 Bolt Shear 8.859 Anchor Pulled Out' 6,890 Bolt, Shear 15.025 Concrete Failed 12,150 Bolt. Shear i S-58 11.075 12.758 Concrete Failed 11.500 12.153 Bolt, Shear 12.175 Anchor Pulled Out* 12.800 Bolt, Shear 17.325 Concrete Failed 13.600 Bolt Shear i S-34 17.675 17,675 Concrete Failed 17.400 16,515 Bolt, Shear - 18,025 Concrete Failed { 17,550 Bolt Shear 19.025 Concrete Failed 18.850 Bolt, Shear S 78 20,725 19,442 Concrete Failed 13,90') 18.816 Bolt, Shear 18,575 Concrete Failed 18,700 Bolt, Shear T 32 Wire i WIRE BROKE j i CONCRETE USED FOR TESTS RANGED FROM 3325 TO 4250 OR AN AVERAGE CF 3!02 PSI. ' Anchor capacities where " Anchor Pulsed Out" were suostantially tne same as in tne case of concrete fanures, or nigher. Procedure for tensile tests was axial leading until ultimate failure of concrete or anchors. Procedure for shear tests was leading to a stee: plate bolted to the anchors in a piar:e perpendicutar to the aus cf the anchor. Concrete clocks used fer tests were of a 1:3:5 mix, na.ir; s. compressive strength as indicated in each taole at 23 days. Compressive strengths were checked using standard 6'x 12* test cylincers, NOTE: Tests show ultimate total loads-not safe working loads. See rnanufacturer's recommended safety factors. PITTSBURGH TESTING LABORATORY ,Qf i W. H. Levelius, District Manager Manufacturers' recommended safe working loads in 3500 PSI concrete = 25% of the averace loacs shown above. F467-P
f i. NEW YORIO TESTING LABORATORIES, INC. 1 [NYlRONMEN T AL. [LECTRONIC, NON DESTRUCfiv[. M ATERI ALS AND CHIMICAL TC$ TING SI U R B AN Avt N UI. w( 5 7 8 U R Y. L.1. N. Y.
- $16 (0sewood 4 7770
>l Lab. Report No. E-22,12h(A) Page 1 MATERIAL: Rawl Saber-Tooth, Self-Drilling Anchor SUBMITTED FOR: Pullout Load Tests PURPOSE OF TEST: h,l The purpose of these tests was to determine the tension load that j Rawl Saber-Tooth Anchors will sustain when inserted into masonry following the manufacturer's installation instructions. PREPARATICN OF TEST SPECD'EUS: Rawl Saber-Tooth Anchors were insulled in concrete blocks 12" x 12u x lha having an average compressive strength of h550 psi. The compressive strength was determined on test cylinders 2.5" in diameter by 5" high, cast at the same time as the blocks. After the concrete blocks were cured for 28 days, holes of the diameter and depth recomended by the manufacturer were drilled and the anchors were inserted in accordance with manufacturer's installation instructions. 4 i TEST PROCEDURE: The concrete blocks, into which the Saber-Tooth Anchors had been driven, were set on the upper (movable) head of a Universal Type i Testing Machine. Appropriate fixtures were employed to couple an external stud threaded into the anchor, to the lower stationary ') head of the testing machine. As the movable head was raised, an axial tensile force was applied, through the fixturing, to the Saber-Tooth Anchor. The load was applied until ultimate failure occurred and the total pullout lead recorded. G y d
NEW YORK TESTING LABORATORIES, INC. [NVIRONMENTAL, EL(CTRONIC, NON DI5f RUCilv[. MAf[ RIALS AND CHEMICAL TESTING O f UR B AN AVt NU E. W($ f 8 U R Y. L. l. N. Y.
- 586 (Osewood 4 7770
^ Page 2 Lab. Report lio. E-22,12h(A) RESULTS OF TEST: The following is a tabulation of the results obtained on the pullout tests, performed on varicus size Rawl Sabor-Tooth Anchors. Size of Test Tension Load Anchor No. Sustained (1bs.) t 3/16 1 13h0 Bolt broke [ 2 1300 Bolt broke jj 3 1370 Bolt broke Average 1337 l s. i 1/h 1 2860 Concrete spalled 2 2650 Bolt brcke 3 2620 Bolt broke Average 2710 1 $/16 1 2660 Concrete spalled 2 2880 Concrete spalled j 3 h1h0 Concrete spalled r' Average 3227 q 3/8 1 h620 Concrete spalled 2 5090 Concrete spalled 3 h620 Concrete cracked through Average h777 s 1/2 1 7500 Anchor pulled out 2 5820 Concreto cracked through 3 8170 Concrete spalled Average 7163 5/8 1 10100 Anchor pulled out C._ 2 11800 Concrete spalled 3 9900 Concrete cracked through Average 10600 3/h 1 11100 Concrete cracked through ~ 2 13600 Concrete cracEed through 3 16100 Concrete spalled Average 13600 1 25200 Concrete cracked through 7/8 2 20000 Ccncrete cracked through 3 16500 Concrete cracked through C Average 20567 .g l t
/;<a 'un 5 e.: c.
- L.wi>ci! / >.
- '- /%
Fiic.\\o. I(2153 9: KWIK-DOLT lleport No.~8783-AVERAGE ULTIMATE TENSILE & SIIEAR LOADS ** ? C..- CONCRETE STRE!!GTH 2000 PSI 4000 PSI 6000 PS- { Dia.iiEt'e r' ~ Emb'edmn E Tenslin - Shear Tension-~ 7 hear e Tension Sheir 1/4" l 1/8" 975 1653 1455 2612 1755 2353 1 1/2" 1875 1653 2225 2612 2935 23Ei 6 - 3 7-. 1 3 / 4 " _,,,,, 2275 1653 2700 2612 330,0,, 2??: E400 2" 2525 1653 3125 2612 3350 2351 2 1/4" 2680 1653 3310 2612 3350 235? 2 1/2" 2800 1653 3350 2612 3350 2359 3/8"* 1 5/8" 2245 3748 2355 5107 2810 626 ' 2" 2725 3748 3025 5107 3650 3 p.'_~~_o~ ~2 E- -62s' 1 2 1/2" 3075 3748 3900 5107 44'i0 62'.i 3" 3300 3792 4300 5419 5000 6255 3 1/2" 3425 3792 4600 5419 5275 62E i 4" 3520 3792 4750 5419 5375 625' 4 1/2" 3580 3792 4800 5419 '5400 6 25 ' l i i 1/2" 2 1/4." 4545 7444 5510 83L6 6845 93 1 i 2 3/4" 5000 7444 7200 8316 9800 9341 - y4se g,,. 3 172"~ 7000 74T4 ~ """~ "T4 F - "T3 T A J 20D E,_ 4 1/2" 7275 8897 11225 10232 l'4550 115;; 5 1/2" 8250 8897 12050 10232 15150 11522 1 6" 9000 ' 8897 12300 10232 15300 11522 J {
- ,,, ctual Concrete S trengths j
2178 psi 4027 psi 6119 psi Osse sheet A-3 for notes A-1 ,,,,,m. e..a,
O .4.s ..v. ficport No M i KWIK-BOLT AVERAGE ULTIMATE TENSILE & SHEAR LOADS
- CONCRETE STRENGTH 2000 PSI 4000 PSI 6000 PSI Diameter Embedmon t Tension Shear Tension Shear Tension Sheadl 5/8" 2 3/4" 5410 11198 6600 11562 7700 13500 3 _1/ 2 "
6250 11195. 9J 0.0. .1156.2. 9.5.60___ 17 d j,,_ Q, O _ f_ % o 4 f72" 7000 11198 12000 11562 14500 13500 5 1/2" 7550 13378 14300 15437 20300 15437 6 1/2" 8025 13378 16000 15437 21000 15437 .7 1/2" 9000 13378 17000 15437 21000 15437 3/4" 3 1/4" 8155 13257 10150 17133 10860 18102 ' 4" 9700 13257 13400 17133 13700 18102 5" 11700 13257 16500 17133 17600 18102 4 l [k6pC _ 6" 133 0_ 15195 3 010 _ J8466,_ 2J502_,,,,,210 0 9 1 7" 15000 15195 21000 18466 23600 21009 ' 8" 16000 15195 23000 18466 23600 21009 9" 16000 15195 23500 18466 23600 21009 1" 41/2" 14000 27355 16000 26879 20500 32112 5" 15500 27355 18900 26879 24400 32112 I 6" 17600 27355 24650 26879 32200 32112 ! I 2 T,2 cub 7" 18200 27355 27500 26879 35000 32112 J. 8" 18200 27355 27500 34491 35000 36394 [ I 9" 18200 ,27355 27500 34491 35000 36394 1 10" 18200 27355 27500 34491 35000 36394 [ I V Actual Concrete Strengths 2178 psi 4027 psi 6119 psi
- Sco shcot A-3 for notes A-2
.-_.......-......c,....,,m,,,rc e. i rn. tem cA o.t i n7
depo r t _.\\n. Ai KWIK-DOLT AVERAGE ULTIMATE TENSILE & SIIEAR ! OAiy[- f CONCRETE STRENGTH 2000 PSI 4000 PSI 6000 PSI Diameter Embedmont Tension Shear Tension Shear Tension Shear 1 1/4" 5 1/2" 19000 36750 23000 35680 31200 45195 61/2" 21600 36750 27100 35680 36500 45195 - 7 1/2" 23600 36750 31100 35680 42000 45195 8 1/l' 25100 39843 34600 35680 44400 47092 3'2 goo 9 1 r 91/2" 26200 39843 37800 3 60 "T44TTO 4 7 6FE ~'~ l 10 1/2" 26800 39843 40900 35680 44400 49596 i Actual Concrete Strengths s. 2178 psi 4027 psi 6119 put t
- Tension values obtained from best fit curve through mean values of test data.
Curves and test data contained in A.. A. Hanks Report No. 8784 (HII,TI No. TR-lllA). Shear values are minimum mean values at each embedment based on failure ceross threaded section of the anchor. 9 m e 9 e 9 4 8 A-3 ABBOT A. HANKS, TESTING LABORATORIES, SAN FRANCISCO, CA. 94107
[p.e.. Od. T# )N W* d u n uYDtO' r a .J ' t?ED t-5.AD (/[ V u g w Cu V g
- Non bottom boaring. Docs not rccuire prociso w,
hola dopth or hole cican out. - ~ ~, i s e Anchor size equals halo size so that it can be installad through objact to be lastonad. r
- Can beinstallodin thin sections of concretc.
'-~ _g e Anchor can be hammored below the surface " * * ~ of the concrete when no longer needad. Cf% . The one picco expanderis formad around the anchor, y\\ 95 "J s .::4 \\ assuring full expansion for dependable, superior holding y. -.-.Q } } power. Expander can not fall off or twist in the hole. Y~ } l
- Supplied complete with nuts and washers.
i L/ j] _ M Q VW(.? ' a U,. s E..r^~. -.%-,-:
- . ?
i!.,. PHILLI s '~ INSTALLATION ,,d 7 . = r r t i
- 1. Drill hofe to i
.[ any depth ex. ^ I.d. ".? I
- 2. Insert anchor
,,, J ; f ceeding the .,:.t "..,,.,)*,; -) and expand by 7J ; embedrnent. ~. - tightening nut. e*- -.,,1 j j ~ t Y4 \\;;, hk,, 8 8h0# Ancher 7hickri ss M n. !asta!la. j[ C0 PS Size & A of Material C Embed. t::a a.,. Catalog Drill Overall tote Thread i ment in i * " rete' u s-i:rc.: Humber Size lengtn Fasterled Lergth iCcccretel Pu;lcutl Shear i 'it..L5s.) l il WS.1416 IM" M* M* 4 WS.1422 M" 2M* 81* IM" 2400 2325 10 Max. l WS 1432 3M" 2" M* l i lg e WS 3822 2M" 4" IM" j . WS 3826 M* 2's" IM* !!1* IM* 8,,_, . WS 3826 3M" 2M* IM" 4100 5000 25 35 l l PM . WS.3850 5* 3Ma n= F Fi Sc . WS 1226 2M" M* IM" 4.T : . WS.1242 M* 4%* 1M* IM* 23 S :, = . W51254 SM* 34* IM* 5900 8400 45 65 I i t . WS 1270 7" 4N' 1M* l
- i 3-, E. !
N / . WS 5834 3M" M* IM" J M . WS 5550 5' 24* IM* I . WS5860 's 6* 3Ma IM* 2M" 7825 12.000 8090 1 vo . WS 1870 7* 48* IM* 1, f J e WS 5884 3M* SM" d s f
- h': -
M M* IM* [b," J . WS 3442 wk b . WS 3454 2M, IM i *," :.yT LA.*4 i f .u,,,,, . WS.3470 M* 7* 35;" 3M" 11.500 17.000 125 175 '2'. J.QJ. 4% v :.!.4. 3 s.weoeaa ni . WS 3334 8M* 54" 1M" it..E i L,*Yo',*,'j7p"y . WS 34100 10* 6M" 1M" e,y. T. ; f,;.,,-m- - ;;r; ;fT' f Tem conowet.o 1 .. - ^. /,gs.... '.. r/.. 7 $ ..,l.w : . WS 7853 o I ?', Z,,, in se2n3 ago.... u Mp5'.'T~~.%'E'g~ o.i. conc,i.. . ws.7220 8" 3Y 2M* 4' 15.000 27.000 200-250 i . '.;i N: i e Fi*y*,^,wg . W5 731:3 10* 5 s" 2?;* i ..n... 1 WS 10060 6* l'i" 2M" ! )., [ [,.,h A" f, h,'*;,h: h r.#'if 1 . "t3%."$)il0. 7. ww. W510090 1, 9* 44* 2M* 4,,,a, 22.500 36.400 250 300 ./." J ri.6 air.na..n Ws.100I20 12" 7M* 2M* ... g.e _ ;;...... .4.'.'...' 0 6M M . II 0 I 7 %.....,,.,.t... t m..........u._.n,_,........a.,,...m_,......,,...m,,,< .......e,...... ,....e., .e,< _.._.,.,,_..._.m sof r: u.iai....a ne... ii.i.... e., er., ia.i.u. i.n. ..re ,..ac.. ]*~~*A i 6 i i
TABLE #1 Actual Shear and Tensile values obtained in stone aggregate concrete * (in pounds) Installation Min. Anchor Tensile load producing concrete failure at embedment depth of Shear 0 Min. Torque Spacing Diameter g (in inches) 4.5d 8d 8d (ft. Ibs.) (inches) n. [ 1/4 2,700 3,533 3,700 12 2-1/2 M 3 3/8 4,066 9,333 7,800 25 3-3/4 0 [ 1/2 6,433 15,166 10,750 35 5 m 5/8 12,166 24,000 19,000 50 6-1/4 B 7 3/4 16,066 28,333 35,000 65 7-1/2 8 7/8 18,000 34,000 40,650 70 8-3/4 ~ 1 19,666 37,500 45,000c 75 10 1-1/4 35,000 59,333 60,000c 85 12-1/2 c= concrete failure - d= normal diameter of Rawl-S'tud tested
- = compressive strength of concrete 4,600 PSI.
) s
- 3-
. Advantages of PARADOt.T over other concr0tc anchoring systems. ^I l ]i o Rockwell Hardness, C-scale 25-30. o Holo size is bolt size. No need to drill ',1 en oversize hole. Minimum volume DESIGN FEATURES l of concrete removed. .) o Fixture serves as a template. No
- Stainless Steel Clip for maximum
--y; i need to move machinery. holding power. i Alignment assured.
- Wrap Around, one piece clip.
(\\ 5 i
- Parabolic Approach on bolt wedge.
f / IC t; 'I an vash rs prov de / THE PARABOLIC CONCEPT RESULTS w o Clip bitos into concrete al / i instantly. IN THESE ADVANTAGES: J l-M o Working load can be
- The clip is parallel to the bolt axis on insertion.
j j QPP ed immediately.
- Final set is achieved with minimum turns of the nut.
3 li 3 , [.,. -c
- The clip engages the concrete at an ever
)
- g.. w.
increasing angle. ]3, p
- Marked improvement in
,A% tensile performance over comparable anchors. .] -w . _ _ _. - - d' ~ Average minimum pullout & shear strength measurements
- 0 TABLEI (SECTION A) 2000 P.S.I. CONCRETE l
(SECTION B) 4000 P.S.I. CONCRETE Tensile Load, Lbs. l Shear Load, Lbs. l Tensile Load, Lbs. Shear Load, Lbs. Stone Stone Stone l Stone l Aggregate Lightweight Aggregate Lightweight Aggregate jLightweight Aggregate; Lightweight Diameter Concrete Concrete Concrete - Concrete Concrete i Concrete Concrete.1 Concrete 3 1/4 1,050 900 1,190 1,000 1,650 1,300 1,190 1,000 ] 3/8 1,765 1,410 3,380 2,750 2,760 1,930 3,380 2,753 1/2 2,980 2,200 7,350 5,500 4,610 2,860 7,350 5,800 5/8 5,040 3,450 11,600 8,920 7,760 4,260 13,500 11,850 3/4 8,530 5,400 16,400 12,650 12,900 6,300 21,750 17.600 ~ i 30,000 18,750 22,500 7/8 12,500 39,300 29,500 23,000 1 15,200 i 35,000 63,500 47,600 1-1/4 23,000 The above represents average hold.ng values m shear and tension for anCMrs tested in each diameter. Inatalled at mimmum dep n (4% times bolt diameter). oreatt' holdinQ values are AChreved by Sett,ng anchor deeper mt0 the Concrete.
- A laCL; Of Safety Suitable for the apphCation should be apphed to the abCve values to obtain required design loads.
MATERIAL SPECIFICATIONS PERFORMANCE APPROVED Pittsburgh Testing Laboratories
- Factory
- Patented (Patent 83448651)
- Bolt Specifica-tions: stressproof steel 132,300 p.s.i. tensile Mutual Meets or exceeds GSA specifications 100,000 p.s.i. yield Clip is 304 stainless
- FFS 325 Group !!, type 4 class I int. Amend-Plating meets ASTM *A104 55-RSf 69) Mil.
ment 3
- International Conoress of 9?dg. C";-
Std.
- OOZ-325-A Class 3 Type 2 clear Com.
cials Report *2350
- Most states, cities anc g
prehensive Engineering Data available in Cat. municipalities in U.S.
- ljt $ approvec.
1 EDR *1
- Technical design handbook.
l l
q )f g i ydW" w:... - mj G ((rr\\qf} {3 c. C's t-a r [ P 1ay I ar-m P C al -lIll)M " ! O['""~ rec";~CEJ l F u jllb O\\[tv d,[ h
- G ld t ia -
N L e t E WEDGE ANCHORS ICBO BSA - NUCLEAR APPROVED Stainless Steel
- Catalog
- Hole Thread Min.
Oty. Per Wgt. Price Price Sise Number Site Length Imbed-Box /Ctn. Box /Ctn. Per 100 Per 100 1/4" x 13/4" TS 14134 1/4" 3/4" 1 1/8" 100/1000 3/30 30.61 $4.7 7 1 1/4" x 21/4" ' TS 14 214 1/4" 3/4" 11/8" 100/1000 4/40 33.64 93.E 5 1/4" x 3" TS 144 1/4" 3 /4" 11/8" 100/1000 5/50 41.28 113.54 5/16" x 2" TS.516 2 5/16" 7/8" 1 1/2" 100/500 5/25 36 45 135.40 5/16" x 2 3/4" TS.516 234 5/16" 11/8" 11/2" 100/500 6'30 47.85 164.03 5/l6" x 31/2" TS 516 312 5/16" 11/8" 11/2" 100/500 7,35 54.69. 184.C3 5/16" x 5" TS 516-5 5/16" 1 1/8" 1 1/2" 50/250 4/20 67.10 221.54 3/8" x 21/8" TS 38 218 3/8" 7/8" 15/8" 100/500 8/40 38 93 151.37 l 3/8" x 2 3/4"
- TS 38 234 3 /8" 11/8" 15/8" 100/500 9/45 51.16 169.53 3/8" x 31/2"
- TS 38 312 3/8" 11/8" 15/8" 100/500 10/55 55.11 190.73 3/8" x 5" TS 38-5 3/8" 1 1/8" 1 5/8" 50/250 8/43 72.17 235 47 1/2" x 2 3/4"
- TS 12 234 1/2" 11/8" 21/4" 50/250 9/49 86 57 272.46 1/2" x 3 3/4"
- TS 12-334 1/2" 11/4" 2-1/4" 50/250 12/60 96.21, 314.24 1/2" x 51/2"
- TS 12-512 1/2" 11/4" 21/4" 25/125 8/40 109.32 396.59 l
1/2" x 7" TS-12 7 1/2" 1 1/4" 21/4" 25/125 10/52 143.88 528.23 5/8" x 3-1/2"
- TS-58 312 Si8" 1 1/2" 23/4" 25/125 9/45 146.50 466.22 1
5/8" x 41/2"
- TS 58412 5/8" 1 1/2" 23/4" 25/125 11/55 157.85 552.52 5/8" x 6" TS 58 6 5/8" 11/2" 24/4" 25/100 14/56 185.87 666.03 5/8" x 8" TS-58 8 5/8" 1 1/2" 23/4" 25/100 17/68 224.33 858.33 TS 34-414 3/4" 11/2" 31/4" 20/80 12/48 210.32 720.41 3/4" x 41/4" 3/4" x 51/2"
- TS44 512 3 /4" 11/2" 31/4" 20/80 16/64 226.50 941.E6 3/4" x 7" TS44 7 3/4" 11/2" 31/4" 10/50 9/48 282.50 1100:3 3/4" x 81/2"
- TS 34 812 3/4" 11/2" 31/4" 10/40 11/46 308.31 1278.75 3/4" x 10" TS.3410 3/4" 11/2" 31/4" 10/40 13/54 358.58 1443.75 7/8" x 6" TS 78 6 7/8" 21/4" 4"
5/25 6/33 454.11 1718.75 7/8" x 8" TS 78 8 7/8" 21/4" 4" 5/20 8/32 542.80 2028 13 7/8" x 10" TS 7810 7/8" 21/4" 4" 5/20 10/40 619.25 2323.75 7/8" x 12" TS 7812 7/8" 21/4" 4" 5/20 11/45 649.83 24S8.75 1" x 6" TS 16 1" 21/4" 41/2" 5/25 8/40 453.75 1925I.,3 1" x 9" TS 1-9 1" 21/4" 41/2" 5/20 12/48 676.50 2867.50 1" x 12" TS.1 12 1" 21/4" 41/2" 5/20 14/59 775.50 33C3 23 1 1/4" x 9" TS 114 9 11i4" 21/4" 5 1/2" 5/- 17/- 1123.84 4372 E i 1 1/4" x 12" TS 11412 11/4" 21/4" 51/2" 5/- 21/- 1333 74 5230 00 l
- Add suffix SS to catalog numeer when ordering stainless steel (example. TS48 218SSI. Stainless Steel Grade 303.
Grades 304,31G Stainless avadable upon request
- UL LISTED AVERAGE PULLOUT & SMEAR STRENGTH MEASUREMENTS Ultimate
- USING COMMERCIAL TOLERANCE CARBIDE BITS Average Holding Power Recommended Safe Working Recommended Safe Working in 5000 PSI Loads in 3500 PSI Concrete
- Loads m 2000 PSI Concrete
- Concrete l
Shear Tenseen Shear Tension Diame ter Tension 1/4" 695 l 460 235 325 2800 I 5/16" R50 900 650 700 0800 3/8" 960 1215 800 350 5100 1/2" 1710 7335 950 1875 7500 5/8" 2150 3500 1550 3000 9500 3/4" 3375 5 ;r,0 i 2100 4175 14000 l 1" 4825 0500 2G25 5750 2C000 l ) 11/4" 6350 12300 3250 7500 38000 l Te determme full vaiwes of ooove hgures mutipiv by 4 ' Higher tension values can be obtained by using controlled tolerance carbide bits -information available upon request. m
6 Item 4. Factors of safety for expansion anchors in mix 2 areas. There are no 5/8 inch or 7/8 inch expansion anchors in mix 2 areas to the best of our knowledge. ,~ Exp. Ancr. No. of Size Aners. Descr. IMG. N. F.S.1 1/2" 28 Access Pltf. 48n285 88 j 16 n5 48n2884 7.1 18 m1 48n291 46 9 m3 48N1291 46 T 9 E 14 48N1291 46 18 MK 2 48n291 46 18 MK 2a 48n291 46 ' 3/4" 84 MK 4 48N1288-1 4.76 11 MK 6 48n288-1 4.28 '~ 20 MK 6 & 6a 48N1299 11.88 16 E 8 & 8a 48N1299 6.0 128 MK 24 & 24a 48n299 33.0 8 MK 20 k8n30o 16.8 8 MK 20 48n 300 16.8 16 MK 31 48N1304 4.31 12 MK 30 48N1304 4.31 32 MK 27 48N1305 9 14 4 MK 33 48N1305-1 5 54 48 MK 34 48N1305-1 9.14 16 MK 32 48n305-1 4.31 s 16 MK 37 48N1305-2 93 24 MK 38 48n305-2 93 32 MK 39 48N1305-2 93 48 MK 40 48n305-2 93 40 MK 41 48N1305-3 93 40 MK 42 48N1305-3 9.3 32 MK 43 48N1305-3 93 48 MK 44 48N1305-3 93 i 24 MK 45 48M305-3 93 48 MK 49 48N1305-5 6.3 80 MK 52 48N1305-7 6.3 24 MK 57A 48N1305-8 6.3 24 MK 57B 48N1305-8 6.3 40 MK 58 48N1305-9 6.3 6.3 32 MK 59 48N1305-9 88 MK 71 48N1305-13 6.3 8 MK 6r 48N1305-15 4.31 18 MK 107 48N1315-5 4.8 18 MK 108 48N1315-6 4.8 128 MK 1 48n314-1 5.7 32 Nz bottle sup 48N1231 20 akem mix 8 Tank Support 48N1231 15 84 Cable Tray Sups 48n359 5 hactors of safety (F.S.) do not consider actual concrete strengths.
7 Item J,. Wedge Bolts. A small number of wedge bolts were utilized in the original Sequoyah designs. The following indicates the size of bolt used, the building in which the bolt was used, the number of bolts, the system drawing number, and the factor of safety. Wedge Bolt Blda. Quan. IMG F.S.y 4 1/2" RB 8 48N928 4.1 T ' 5/8" RB 16 ~ 48N952-1 5.2 RB 12 48N952-2 52 AB 4 48N1231-1 12.0 AB 38 48N1354-1 4.0 AB 4 48N12h6 20.0 3/4" cB 6 48N726 ^- RB 64 48W907.1 28.0 RB 16 48N919 4.4 RB 10 48N947 16.0 RB 12 48N952-1 4.1 AB 16 48N1351 53 AB 16 48N1369 26.6 1" RB 48 48N918 4 AB 32 48N1233-3 10.0 g AB 96 48N713 4.1 11/4" RB 32 48N937-2 22.0 bactor of Safety (F.S.) based on maximum loading.
- Computations were being microfilmed and were not available at
,the time this information was compiled. e o e s a e O e 4 5 e
8 Item 6. NRC Verbal Requests. e i I e d g Y. e e 1 s e 9 4 d
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