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TU ELECTILIC

C0HANCHE PEAK STEAM ELECTRIC SIATIONUNITS 1 & 2

EFFECTS.OF BOLT HOLE OVERSIZEIN CTH SYSTEM ADEQUACY

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l i I I I I

"| Revision | Prepared By | Approved By | Date | Pages Affected |

I l- 1 I I I

I I I i 1 - l| R0 i R. C. Iotti l | 04/25/87 | ||

: I I I I I| | 1 I I I

| R1 | R. C. Iotti | E. Odar 1 06/02/87 I Cover Sheet, I

| | | | | Pagt. 5 I

I I I I I I

I I I M i I |,

| | | Cover Sheet, |

|h.C.Iotti'

,

l i r 06/19/87 i Pages 6, 7, and iR2

I i | |- 1

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Ebasco Services Inc. New York, N.Y.

O 8708060226 8707234]5PDR ADOCK O

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Table of Contents 1

i

Section Title Page

Executive Summary i.

'1.0 PURPOSE 1,

2.0 SCOPE 1

3.0 BACKGROUND 1 J<

4.0 BOLT HOLE OVERSIZE 2 4

5.0 EFFECT OF BOLT HOLE OVERSIZE 4

5.1 Anchorage Factor of Safety 4 1

'5.2 Conservatism Not' Considered' 11

5.3 Cable Tray & CTH System Response 18.

5.4 Structural Member Adequacy 20

5.5 Applicability of Results to0 Conduit Supports 6 20

6.0 REFERENCES 21-

7.0 ATTACHMENTS 22 -

7.1 Hilti Bolt Shear Load Deflection 1Curves 22 !

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7.2 Ultimate Capacities of Hilti Bolts 31 1

:

7.3 Richmond Insert Shear LoadDeflection Curves 36

7.4 Positions and Standing of CPSES ConduitSupport. Base Plate Hole Sizes 39

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i CPSES

C' EFFECTS OF BOLT HOLE OVERSIZE IN

-

CTH SYSTEM ADEQUACY

Executive Sumary

A sampling program conducted on randomly selected cable tray' hangers

(CTH's) from the population of Unit 2 CTH's built and installed in the same

time frame as the Unit 1 CTH's, has identified that bolt holes may be oversized-

with respect to th'e requirements of the governing design documents.

That sample provides the maximum extent of ovarsize that can be expected.

1in the field for the different kinds of connections employed in CTH's. Maximum ;

|

oversize is here defined as the difference between the hole diameter determined

with 95-95 confidence level and the bolt diameter. This report addresses

and assesses the potential effects of the oversizing.

Bolt holes in the CTH's occur in the concrete anchofages, which are

normally base members (base angles and occasional base plates) and at theiclamp between the trays and the hanger proper. Bolt holes may also occur j

in framing type connections in hangers..

The effect of bolt hole oversize at the clamps has been studied via

dynamictestsconductedatANCOandNasbeenfoundtobenegligible. |1

Because the framing type connections are multibolt type connections,

and because the maximum oversize of 5/32" (3/32" over that permitted by the

AISC) is negligibly likely to occur in more than one bolt, with the remainder

sharing the load even .under the worst bolt cor. figuration, the effect. of bolt.

hole oversize'in these connections is also negligible.

'Oi

t

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

-t.

'

The effect of bolt hole oversize in anchorages may be more pronounced.

and is' studied in more detail because: (a) the bolt hole oversize is larger

and (b) there are 'no specific design requirements from the AISC that pertain,

to concrete anchorages. 1

!

Margin analyses (fact ~or of safety) of the extreme case base' anchorage

configurations show that the safety factor of the connection is not decreased

below 4.3 vor OBE when employing 1" Super Qwik Hilti bolts, 3.5 for SSE,

also 'when employing 1" Super Qwik Hilti bolts, and 2.3 for both OBE and SSE

when employing 1" Richmond Inserts..

Because the methods of analyses employed in desi.gn verification are

conservative it is unlikely that anchorage bolt hole oversize could result

in even nominally reduced anchorage factors-of-safety.

A review of literature data on effects of gaps in s'ystem response has,,

indicated that for the magnitudI of gaps relevant to this report .the potentialg

L increased response resulting from a lowering of frequency in " rigid" systems,

is offset by increased impact damping, and anchorage loads are no worse than

those occuring for zero gaps.

Since the safety factors of the anchorages have been established to

acc N t for ireld uncertainties like bolt hole oversize, it - is appropriate

to accept a reduction in the' safety factors once an unknown variable such

as bolt .;! e oversize becomes quantified and assessed. Since the actual

safety factor is at most marginally affected, the presence of oversized bolt

holes in the extent seen for CTH's at CPSES has no effect on that system's

adequacy.

Review of the . construction- and inspection procedures for the conduit

f p, supports has indicated that ' only these supports may be similarly affectedQ1

and that the conclusions reached for the CTHs are also applicable to conduit'

support s' . '

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- _ - _ _ - _ _ - _ _ _ _ - - _ _ _ _ - _ , -_ , ..

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'i.0 PURPOSE

-The purpose of this report is to ' address the effects that oversized,

I

. lg

;; , bolt holes .may have 'on the CPSES cable tray hanger ,and tray system. It is

f. also the puroose of this report .to determine whether the conclusions reached

by the ' study on CTH bolt hole oversize have similar implications on the conduit'

support system...

2.0 SCOPE

The ' scope of- this assessment is limited to the CPSES CTH systems of

both Units 1 and Unit 2. However, Attachment 7.4 discusses the implications a

lto the conduit and conduit support system.I

lI

.

3.0 BACKGROUND '

A sample conducted on randomly selected cable tray hangers (CTH's) from'

the population of Unit 2 CTH's built and installed in the same time frame

as the Unit 1 CTH's identified the presence of bolt holes having . sizes inO '

excess of that permitted by the governing design documents. The population

of CTH's chosen for the sample was specifically chosen so that - tre results

of the sample would be applicable to both Units. The results of the sample

are documen+.ed in reference 1 and are summarized in section. 4.0 only to the

extent of being relevant to this report. From the results quoted in section j

4.0, i t is evident that there are instances in the field where the bolt hole

oversize permitted by the AISC for. steel to steel connections (reference

2) is excee ed. The AISC Manual 7th Edition is the code ' applicable to the !

CTHs,- however it is important to note that the bolt hole size requirements

imposed by the original CTH designer, Gibbs and Hill, differed from the AISC 1

requirements. The G&H requirements are sunnarized in Reference 3.

:

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V1 1-

,

,

. . . . . . . . . , , . . . - ~

_

_ - _ - _ _ _

= .

It is equally important to note that for concrete anchora u s, the-

requirements of reference 3 have no AISC counterpart since the AISC (reference lb 2) provides no direct guidance on oversize of bolt holes in concrete 1

vconnections. Reference 4 specifically states that the AISC limits on bolt

hole oversize given in Table 1.23.4 of reference 2 apply solely to steel I'

| to steel connections. However, it fails to provide specific guidance for.

concrete anchorages.

As a consequence of the lack of clarity in requirements for concrete"

anchorages and the conflict between the design requirements of reference);

3 and the AISC requirements (reference 2) for steel to steel connections, I

we have chosen to define " oversize" as the difference between the bolt hole' l

diameter and bolt diameter, without reference to any "acc6ptable oversize".

I. It is customary to think of " acceptable oversize" as an oversize of

1/16 when the de, sign is governed by AISC rules. Since the max, mum oversize-

determined from the sample is larger than this customary acceptable oversize,

it is relevant to assess whether the larger oversize can have a detrimentalIeffect on the CTH system although it is standard industry practice to entirely lIneglect the presence of bolt hole gaps and to recognize that such effects,!

if any, are accounted for by the use of safety factors in the design of thehangers and connections. :

4.0 BOLT HOLE OVERSIZE

There ve four main types of connections employed at CPSES in the CTHtdesign.

(1) Connection of hanger to concrete wall, slab, etc. via base members

which are mostly base angles. The' connections employee generally

two bolts per base member, with the bolts being 1 or 1 1/4 inch;

Qwik or Super Qwik Hilti bolts or 1 and 1 1/2 inch Richmond. Inserts

with generally A325 bolts. Mixing of the Hiltis and Richmonds

2 '

;.

,. . . . . . . . . . .

_ . _ ._ _ _ - - - - - - - - _ ,

,

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occurs, and for trapeze 'suppo-ts on occasion a single anchor bolt-

is employed per base member, i.e., the entire hanger is anchored

with two. bolts.

Base plates are rarely used and can emp,loy 1/2 inch or larger Hf _lti '

bolts and occasionally Richmond Inserts. - These connections however,

typically employ a minimum of four bolts per hanger..

(ii) Connection of cable tray clamps to structural member of CTH. These )connections, when bolted, use 5/8 inch bolts.

(iii) Connections of the cable tray clamp to the cable t ray. These

connections, when bolted, employ bolts ranging in size from 3/8to 5/8 inch.

i

- (iv) Framing connections used to join structural members of the CTH to- other structural members, e.g., structural beams, which employ 3/4 '

t/3 inch bolts.UThe sampling study conducted by reference 1 determined with 95 percent

confidence that the " maximum oversize" bolt holes corresponding to the various

bolt diameters used would not exceed those given in Table 1 below ninety-fivepercent of the time. Thus the probability of having two bolt holes having

'

the maximum oversize simultaneously is less than .25 percent with 95 percent.

confidence. The probability of have 3 or more bolt holes simultaneously

having the a <imum bolt hole size is negligible.

.

It should be noted that the oversize found in the bolt hole of base*%

plates is about the same as that seen for other base ers. No statistical

conclusions could however be derived for base plates independently since1

few were encountered in the sample (only 22 out of 213 anchorages with bolts).

In fact the only conclusion that can be derived for the base plate anchorages -

,

3 '

,

.

)..

*; is that the thinner base' plates appear to have more propensity toward oversize

bolt holes.

O TABLE 1

Maximum Bolt Hole Oversize (95% Confidence

of 95% Non Exceedence), (Reference 1)

'

i

Bolt Diameter Bolt Hole Oversize (In)(inch) (Bolt Hole Dia - Bolt Diameter)

4

3/8 3/161/2 3/165/8 1/83/4 5/32

- 1 3/81 1/4 i 3/81 1/2 3/8

,

5.0 EFFECT OF BOLT HOLE OVERSIZE

5.1 Anchorage Factors of Safety

The anchorages employed in the CTH design at CPSES consist mainly

of base members (base angles) ; bolted to the concrete via Hilti or Super

Hilti bolts and Richmond Inserts with A325 or 307 bolts. The factors

of sa'e:y employed for Hilti bolts (an'd Super Hilti bolts as well) duringdesign are: 5.0 for OBE and 4.0 SSE. The factor . of-' safety employed i

for Richmond Inserts is 3.0 for both OBE and SSE..

.

O-

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. , . . . . .

.. . , . . . . . . . ._ , _ _ , . . _ _ _

1

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** ]

The worst possible effect on1 the . margin of sa fety of these-

,

connections as a.' result ' of the presence of oversized bolt holes occu'rs

. Whenever the bolt / bolt hole ~ arrangement is such that one bolt,is loaded

and must deflect through ' the maximum oversize before the other bolt (s)begin to share the load.

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4

i

The probability that the 'two bolt / bolt holes will be configured

in the worst possible arrangement as shown in Figures la .and Ib' is low. jThree or more bolt connections have even lower probability of being

configured so that all bolt holes have the ' maximum oversize ~ so that

only' one bolt 'is initially . loaded and must deflect through the amount!

of oversize before the others begin to share the load.,

Fig. la Single Anchor Base Member - Trapeze Type CTH.

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Fig. Ib Two Bolt Base Member - Cantilever Type CTH-|

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. . . . _ . . . . . . . . _ .

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At CPSES the CTH base anchorages are not predominantly loaded in shear.

100% of the CTH connections have been analyzed (in both units). The )

interaction ratios of the anchorages are known for each connection. From an l

I i

inventory of all Unit 1 Hilti bolts and.Richmonds (bolts and inserts) with {I-

high total interaction ratios,there are zero Richmonds and only 33 fiilti's |

I

with shear interaction ratios greater than 0.25. Of these, none have shear |R2~

I

interaction ratios greater than 0.5. Also, none of these are one inch

diaceter Super Hilti's. Thus, the contribution of shear fv/Fv to the |

1

interaction ratio is predominantly less than 25%. The interaction ratio I

| |is defined as:

[f +[f 41.0 (1)v t

where tv is the allowable shear load and fy is the actual shear load. Ft

and f are the allowable and actual tensile loads respectively.t

psI

|

1

|R2.

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Table -3 provides the safety f actor of the two bolt connections having the l

maximum oversized bolt hole in the worst configuration and employing Hilti

bolts.

That table is for OBE conditions and employs the linear interaction !

aquation of.(1) above. ,

Therein, S is the safety factor for shear alone, which is obtained asA

described below. 5 is the tensile safety factor which is not affected by3

the presence of oversizing in the bolt holes. A and B are respectively the

p fractions of shear and tension in the interaction formula of equation (1).m.

above.I

6 .

.. , ,... .. .. ....... . ,..g. . . . . . .. . . . _ .

- - - - _ _ _ _ _ _ _ - _ _ _ _ - _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _

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TABLE 2 |

|R2DELETED I

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....-aQu 5. COO Q.050' v.550 0.10v C. ': 3 8 6. b so -. . . . . . . , , ,

. Eon -5.000 c.050 o sto .. do; 9.336 *. s7s.0 5. ',00 0.. 50 3. 359 . 10: C. 393 4. Me:,.

*'000 0.0E0 0. 350 0.404 0.55; .. 53\ . : . ,.

E.000 0.vto 0.350 Q.103 ' O. isa 4.93e..

q. C.000 0.050 0.350 0.203 ... ? s 4.fii. I!

2.s00 5.000- C.v50 0.350 O.10 ;.94: *.30g' 3. v.iG L000 C.0!O- c.150 . 205 O. 377 . ss.! l3.100- E.VOC C.050 C. 350, C.106 - ). 9 72 ~6,4633A GB c- B. 9 L E i5.000 5.000 0.100. G. 500 C.200 1.000 5. 0 du j

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4.600 5.000 0. f00 C.900 C.20; Q.$16 * . ' 3734.600 5.000 C.100 'O. 900 0.202 C.1"J i 4. "r 374. 600 5.000 0.100 C.900 0.'203 C.987 *.i334.100 5.000 O. 00 C.300 C.204 C.341 - 4. 30'eu.000- 5.000 0.;v0 C. 900 C.405 0.976 4.6743.300 L 000 C.:00 C.500 C.206 c.369 6.5*73.600 ' L < 00 0.100 0.300 C.208 C.163 6. d :23.400 5.000 0. : OC 0.500 C.209 0.?55 4.77S '

3.100 5.000 9. 00 ^.300 U. 2 ; 9.$*7 4.J34-3A SB i.i B- ; D EL 300 L000 C..!v Q. S!.. 'O.100 ;.000 5.0004.300 5.000 C.;50 0.650 ::. D: v. 5 9* 4 . 5 ", 3 1.-;00 5.000 C. !0 C. ego v.203 C. H7 . f 2 ti, -.

4. . 40v L000 C.:50 9.650 C.404 C. ?30 4.900.

a. 100 5.000 0..T: C.BE0 9.406- u. i72 * .' ::: s au.000 5.000 0.:IO 0.250 '>. 1 0 6 C.?s4 *.&15.

.

3.500 L 000 . 50 C. 650 C.Los 0. 355 4.77-

.

3.500 E.400 C.;50 0.250 C.1:2 C.541 I.

4.71-3.-00 5.000 c.,go C.650 C.11* ).13 4.67'2.100 5. 000 c.;30 J.850 S.417 .. . ? i s .i;-is 65 a B n' - D i5.000 E. J:00 C.100 0.Sou 0.100 .009 8..*

'+ . 8 0 0 5.000 0.200 0.800 0. 202 0.952 . 5i.

4.600 L 000 0.400 C.600 c.103 c. '545 . 915*.600 5.000 C.200 C.800 c.205 9.173. 467* 100 5.000 0.200 0.800 0.106 0.?i3 ^4.e;?*

.000 5.000 C.200 O.800 C.2:0 0. 952 4.7623.300 L 000 0.200- c.800 C.212 C. ?M 6.7033.600 5.000 O.200 0.800 0.216 3.924 4.4333. +00 5.000 C.200 C.800 C.119 0.916 *.57V3.100 5.000 C.200 0.800 C.222 9.&95 *.~5-24 53 A B 4- D. i,1. 5.000 C.250 C.750 C.200 L'. 000 L no'

.&.v L 000 C.150- 0.750- v.202 C. 5 3u 4. 54. '*.600 L 000 C.250 v.750 C.204- 0. 173 4.iT*.400 5.0001 C.150 C.75v v.107 C.967 ' 6. & 3 :.*.200 L 000 C.150 0.750 0.2;O C.3!5 4. 77iu.000 5.000 0.250 C.750- C.213 Q.14: 4.7CS3.800- L000 0.250 0.,750' O.216 C.927 4.43'==

3.600- L 000 .C.250 C. 7*.10 C.111 O.911 * . 15 '' '3.aco L 000 C.250 0.750 C.12* 0.495 * . +,7 -3.100 5.000. . O. He '-, 5 ;. 59 a

~ O.750 0.113 4.977 a . ~ i * '\.3 4~

3m' 5.000 E,CCC 0.300 C.700 C.10u 1. '. 00 5. CV*. ~

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J .100 5. 300 0.200- C.'00 >.203 0.366 4. id:1b *

a.100 5.000 0.300 C.700 0,105 c. 375 a.&72m.~00 %' >G0 0.300 0.700 0.208 0.?6; ~ uci

8

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CTABLE 3 (Cont'd). 1 r

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w

._.0 d.000 0.300 0. 79u. 0.1:: c . :<. 6 4. 7 2 :.. . 00 5.000 0.200 0.700 c.1:5. a . 3 3. . . . .i

.

2. s; V !.000 C.300 9.70u' O.113 0, i: 2 4. 2 I,72. 6C 0 ' 5 . C o .? *i.200 'O.700 i C.253 ;.616 4 . * i .:.

3.400 5.000 O.300 C.700 C.226 ?.676 4. 2 s !.3.100 5.000 C.300- O.700 0.434 ' ..456' 4. 17o

3A 5B A 3 4' n :5.000 5.000 0.350 0.650 0.500 1.000 "..*00a.300 5. 000' O.350 C.650 C.103 0. id 6 .- u. 5is

600 ' 000 ').350 C.650 v. 206~ 0. 170 *.e5-.

4.=00 5.000 C.350 C.650 C. slo G. 35= 4.771a.100 5.000 U.350 C.650 C.213 C. "r3 8 a 664u.000 5.000 0.350 _0.s50 .0.517 .0."s20 4, 5 9k2. 6 0+ E.000 9.250 v.650- O.222 0.?co. *.!Oi2.600 5.000 O.350 0.650 C.127 G.560- 4.40:2.-00 5.000 9.350 C.650 0.233 v. 55's 4'. i ? 3 -

*

3.100 5.'000 C.350 C.650 C.233 0.63b' 4.17e54 SB 4- B 9 C F.

5.:00 5.000 0 *00 C.600 0.500 .000 5.000 '

*

.' 3 .30 5. 0..o ).400 0,600 v.203 0.'is4 e. 9164.600 5.600 C.400 C.60U Q.107 C.?66 4.e22.

.

.=00 5.eG. O.600- 0,600 0.211- O. 548 4. 7 t. ;} 200 :.e00 .,. 0 0 0,600 0,115 0.323 4.s46

# c. 00 !.<00 0.400 0.600 O.210 c. ;G 3 4.5452,600 5.C00 C.400 C.600 .G.215 0. 6 3:: 42s2. 6:. O 0 C.-00 C.600 C.13; Q. -65 4.221

".

2 =00 E.000 0.*00 0.-600 v.136 9.644 . . .%2.100 5.000 C. 00 C.600 C.245 0.s'.6 a. . ;-61

54 SB A B % D E5. ?00 5.000 C.450 0.550: 0.200 1.000 5.C004.600 5.000 C.450 0.550 C.104 0.142- *.50m*.600 5.000 0.450 C.550 C.208 v.362 4.s12 l4.400 5.000 C.450 C.550 C.212 G. 34 4.711.100 5.000 .0.450 C.550 C.217 C.111 4.605

*.000 5.000 C.450- O.550 C.222 '0.A39 4.*562.SCO 5.000 0.a50 0,550 C.228 c.676 1. 27S3.s00 5.000 0.450 C.550 C.235 f . AS:- t. 1552. -?ie 5.000 0.450 0.550 0.242 0.625 4. 263.i:G 5.C00 C.450 C.550 C. 251 - v. 7 Se 3.9'70

54 SS A. B 4 D E I5.000 5.000 C.500 .C.500 C.100 1.C00 5.Sv0' l.300 5.000 C.500 C.500 C.204 v.360- . s's e i

4.500 5.000 C.500 .C.500 0.101 C.158 4.792 i

4.400 5.000 C.500 C.500 C.214 Q. '936 4.64.=~,

4.200 5.000 .G.500 -O.500 C.211 0.313 4.5654.000 5.000 C.500 C.500 C. 225 . C.889: 4.e4=3.800 5.000 C.500 C.500 C.232 'O.464 4.31s2.500 5.000 C.500 C.500 C.133 C.637 4.'4 ';

% .2,4.'G i.000 C.500 C.500- O.247 . 610 4.. i'

''2.i<0 5.000 c.500 v.500- -C.256 0.760 ~ 3. 5 0..

. .

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-

a.. . . ;r :t ;-- .,

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'

Let

e be the amount of oversize-bv eu the ultimate shear displacement of the bolt (from the test data

p references 5 and 6) given in Attachments 1 and 3.1

. |Fy the allowable shear design load per bolt used at - CPSES (from ireference 7). j.

F the ultimate shear. capacity for ' single bolt.Vu a

Then

!e2 * 'u - e: is the minimum shear displacement of the second bolt

|when the first bolt reaches eg. ;

P2 = load carried by the second bolt at e2 (from the load deflectioncurves of Attachments 1 and 3)

P1=FVu = load carried by the first bolt.

PT=P1+P2

SA = shear safety. factor of the connection = PT / (2Fy)*

R is defined as follows: f(!

~ R= fV ft - i'

Q+G Ij .; g, (2)

where F " 'S Fy an'd T SFBtV-

A tu"

u

The value of Fy is maintained constant in this analysis because of

the following:

a) tension is within allowable values as it is unaffected by the presenceof the oversize bolt hole, and -

ib) for relatively small values of . tension (i.e., tension 1/5 or 1/4 of I

ultimate values depending on OBE or SSE) the ultimate shear capacityis virtually unaffected (references 5 and 6).

Finally and E are defined.asv.f. ,'s c.-

D . R(Sa = 5.0 for OBE or 4.0 for SSE) (3)R(SA"O

,

E = 5 (or 4 or SSE) X D (4)

.

From Table 3, with a shear contribution to the interaction ratio of

0.25 (25 percent), and the worst shear safety factor of 3.18 (corresponding

to a 1 inch Super Qwick Hilti . Bolt connection loaded purely in shear),'

,

10.

;-g R .*fs *|.*F*t 4 f t ' .* * i. . . . *

_____._____._-- ___ _ --_--__ w

_ - - - _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ _ _

.

t

s;. ','

the' safety factor of the connection. E, is approximately 4.3. 'For SSE

conditions, the corresponding connection safety factor, E, is 3.5. dA

'

. Table : sssumes a liriear interaction equation between tension and shear

in Hilti bo)ts. Test' data on Hiltis shows that 'the shear and . tensioninteraction is better represented by the quadratic equation:

.

2 2+ 1 1.0 (5).

Table 4 presents ,the safety factors for the connections developed usingequation (5) for the interaction equation. This table is also for OBE, andan SSE table can be easily derived. The use of the non-linear interactionequation results in even higher connection safety factors for shear termsless than 25 percent. '

,

1

)

Finally Table 5 presents results for Richmond Inserts. For 'the latter! the following interaction equation is used.

|

f 4/3 ft 4/3L y+ <1 (6)5 5 -

'

and hence

f /3 ft 4/3yR= + (7)T F

| All other definitions remain the same'.

For i :]nnection employing two 1 inch . Richmond Inserts with a worst

shear safe:, vactor SA of 1.5. Table .5 indicates that the connection safety.

factor is approximately 2.3 '-

5.2 CONSERVATISINS NOT CONSIDERED

In the analyses of the previous section the following e";ments havebeen ignored. Each argues that the actual safety factors of the connections,

/31

V will be much higher,j

11

.

--- 3

.

TABLE 4. .

e4 24- 4 3 A 0-.

'

5. 60 *. . . O i., . . v5. . v. 350 C.036 . 00 . g..

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4.300 5.000 0. ;. 5 0 0 950 0.03s ; , :.,vu u, g3 3u. seco 5. 300 0.050 o.30 0,036 c.55i , ;;;,

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,

1- - __ ' _ _ _ _ A

1

"' a) . At CPSES, 'two methods of analyses are employed in the * design verification.

of' the CTH/ tray system. The equivalent static method of analyses and-

the response spectrum method of analysis. ,,

IvThese methods are generally conservative, i.e., predict higher:

'

responses'/ loads, than the more accurate time history analyses. The degree

of conservatism has been estimated by various references to _ vary between'

1.2' and 2.0 (references 8 through 15) and the time history analyses.

'

themselves would have a substantial amount of conservatism stemming from -

differences between the artificially generated records and the design- :

,

ground spectrum,

b) The loads conservatively calculated for the connections g re generally, 1

well below the design loads, i.e., allowable locds. For instance the ,

jsaverage interaction ratio of anchorages In CPSES CTHs is below 0.5.

I,

1

c) The bolt hole is assumed to be circular. In reality many of the oversize

bol t holes are irregular in shape and hence a lower, average oveqsize

could have been used. Table 6, taken from the' inspection report of a

particular hanger, shows a detailed example of an oversite bol,t hole.3 )

i d) Tables 3 through 5 assume that the seismic load is in one direction only. R2|

In all . instances the safety factor of the connection during design is,

~

determined by consideration of at least two components of seismic motion,

i.e.. vertical and transverse. (See Note 1) In . several instances all'

three :omponents are considered. However, in such instances the anchorage,

'consists of more than 2 bolts. |, .

,

Note 1: The longitudinal load for transverse supports is generally'negljrt,ble.i 4

],

|\ ,.

('T i.

.

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16 | |'

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.

W! CM?tTon '' &n@otMd /-/cY-hP-ll.10-2a Sd,2. k N [f/ 2 SMP O 3 I' -'

gr* p . r mA.TIQi IQ. ENT.rt i:. .

,,, ,

'

sr /# ~'mTE otFr PFG'

j ;fer to Try-CE-85-504-2800'mTE 6- 16 - M

:- # .Erp K/A ORTE WA I e|

*

1 '| )i :

| ,|jjtFF OPERATICtl w act

COMET DC. ANT'_

'SCOPE: Siis traveler is beig uted to gum:me and re- i

i

tnstall tne tolts arti ruts as re !

verification of tne toit holes, quired for all *

orige distance and washer |platess .'this traveler will also docunant tels sizes. . -

,

KnT: Inaccessible bolt holes twed ret be inspected.,

'|he telt' number, size and type colucns in Table A shallto coupleted. 'me ocaer colunns anall tm lined through '-

and labelled * inaccessible". p {'. _ l

-|;.,

_Rewal of Bsits ard Mats: |*

"

-g

.hBarr.ve toits and ruts snm cn the referenced ' Bolt ible MMVerification" drawing. salts arti ruts enould be renoved o s.W

-

in sucn a seq,sence that the hanger may remain in a safeconditicn, includim tie-off to adjacent structures as" M' ""

/C ':he QC Ins'oector shall siqu off irdividual bolt runoval ,,,

M

70'h,f(Operation 1 to be signed off by C !cn Tacle A (page 4). hoInspectar verifying last emit / rut renoval.~~

% ':he QC Inspector shall W== te ard sign off ' individual'

m telt hole edge distance on Table A (psge 4). ici4 .

.i'i kit types shall to identified For Table ~ B (page 5). I- - Q'

.

Edge distances 'A' & *B" to be crianted as shown cn -the (0, -.

* """,

'3 'hlt Bole Verification * drawing. Washer ard washer ~Plate ockie distance anall be doc'.aranted per Table C' .s

' .y =,

(page 6). e

feltIMc 5*,+,,, d.n p ,5

|

)] .. .i

,,,,,,,

e,*p3 ,

. o$,

.

k' -

-} [.

. q=A =-

t-. o. o ,-. <

$[*21 [ ]' " '<

** ; .

%yP t, |_ __. .__

. xNk h;==. ._ _ . . _

L_ ^~b ,m

i

. 4

*

e) The entire preceding c.scussion utilized gaps equal to the difference

between the bolt hole diameter and the bolt diameter. Conventionally~~\

(Q a 1/16 : 5 gap is considered as no gap (i.e., AISC connections are assumedto ha,- 3 1/16 inch oversize). Thus the safety factor reduction from

that which would be computed assuming gaps reduced by 1/16 inch is less

than predicted in Tables 2, 3. 4, 5 andi 6.

The preceding means that in reality, the actual safety factor of the connection

is consistent with that targeted odginally when the connection was designed.

5.3 CABLE TRAY AND CTH SYSTEM RESPONSE

Section 5.1 has only addresed the effect of gaps on the CTH anchorages,

these gaps being the result of bolt hole oversizing in the base members.

In this section the effects of other gaps (i.e. , at clamp connections,

.

or at framing connections) are also discussed.

The effect of oversize in the clamp bolt holes has been studied directly

via test (reference 16). Tests conducted at ANCO intentionally oversized

the hole at the clamp to CTH tier connection by the maximum amount (i.e.,

the hole for the 5/8 inch bolt was made 3/4 inch). Test results showed that

the presence of such gaps did not affect thc ability of the CTH and tray

system to perform the intended function at a level of excitation well abovethat of the SSE.

_ _~

. - _ - ._

|.

The : -;t of oversize bolt holes in framing [ connections is considered~

'

negligible because these connections employ multiple bolts and the probabilityof all having oversize holes at or near the maximum and of the holes being

I oriented in such a manner that only one or few bolts carry the entire load.

is negligibly small.

18 .

_ . , . . , . . . . . . ..

- _ _ _ _ - _ _ _ - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - _ _ _ _ _ - _ _

_ _ _ _ - . _ _ _ _ _ _ _ _ _ _ _

,..

' '

r |.

'- a,

"With oversite 'b'olt holes present t,hn. potential system softening is'

'

6 'compensated by increased damping. This nak.' demonstrated by the ANC0' tests

ih' bornc, out by , literature (references .13, 14 and'(referents ' *.5) a

'

l>15), '. i- ) '

p ,,,

'' p, 4

4 / {,

' Reference 13 specifically examined thes effects of gaps in the response 1

| s.. t,

, -

|/' of systems and concluded that -the- gap effectt on ' load magnification is of ~3~ ,

Importance only in' association with very stiff support * structures. The CTH's.

q .. .3'which have two bolt ~ anchorages do not ' fall in tha.t category 3and hence gap j

g . ,x w s

effetts are not pronounced. .To verify this, a limited sensitivity study

has been pe rfo. ,ned for CTHs trays system. dich typically employ 2 bolt'

./*.,

anchorages such as cantilevered pTHs carrying different size trays with gaps

of 3/8 inch. For CTH stiffge'sNs of 104 and 105 lb/in., and ' a verticalv 8 iu

'

', ' excitation corresponds $g to SSE, the inclusion of a gap of 3/8 inches resulted q-

[. t

f r } a respoase (support load)'lojer than the f43. computed forL no gap for all4' . "1 ,+4 g

V trry sizes. This sensitivity study employed a two span tray system supported>

by end CTHs witu t6e middle GTH having the [ gap and employed a non-linear'

}*

time history analyses using', ANSYS, with the input time history developed ;

e ,ms

f pm the vertical, response spectium enveloping all posst$le CTH installation'

r,

,

-scetfqns. t, ) o

'lf ,

am had not been set up to specificallythe dynamic test pro @y

'

Because

a nddps s *.h* ; issue, test results fror4 ANCO . (reference 16) provide no direct ;r .

..

dformatD.- A wever, one of the ' test s#ies'ioes ' provide some data, , ' :'f. ,

corrobostive of the fact that gap effects .for the type of gaps discussed !'

,

$ -.

.

i in this report. s gs not very pronounced, and may itOin fact benefical. Fora

/ ,

t,g i

test configuration' 2. a gap of 1/8 inch oversize existed for all 3/4 inch..t'vf4

f'

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Ir .. . - , ;- )- #j Q t p w;.

s )~ L!- *

_ - _ _ _ _ _ _ _ - - _ _ _ _ _ _ - - . . _ _ _ _ _ _ , ,

bolts- (although the exact orientation of each bolt within each hole is not-

,

~ configuration was dynamically tested for two' differentknown). This test

( boundary ::nditions, i.e., fixed end and pinned end. -The pinned end condition

was simulate: by loosening the bolts for all of the hangers, thus permitting,

'

the gaps in the base angle bolt holes to be more freely exercised an'd also.i

introducing a gap of about 1/8 inch between the base angles and the test ;

frame. The variation of the system funda:nental frequency resulting from

the change from fixed end to pinned conditions was minor (5.6 Hz to 5.2 Hz

in the transverse direction). The response of the system to the impact motion1

in the transverse direction varied between 0.5 to 1.5 times with the average

being 0.83.

5.4 STRUCTURAL MEMBER ADEQUACY ,

The adequacy of the structural members and clamps when gaps are present

. as a result of oversized bolt holes is assured by the fact that the system

response is no worse than predicted by the linear. analyses employed in design

verification (see section 5.3).

5.5 APPLICABILITY OF RESULTS TO CONDUIT SUPPORTS

Examination of the fabrication, installation and inspection procedures

for conduits and conduit supports has determined that conduit supports are

susceptible to similar oversizing as encountered in CTHs. This results from

.. .= }, ,

simila r identical fabrication /in~stallation proceduresa.

b. similar or identical _ inspection procedures ,

c. similar connections, bolting, material and material thicknesses

d. similar design requirements for anchorage bolt hole oversize.

Attachment 7.4 provides a summary of the conclusions reached for the conduit

supports.

20*

J

.

- .

.

6.0 REFERENCES7_3!, ) 1. " Stat m ical Analyses of Bolt Hole / Edge Distances in CTH's" Ebasco|

''Study Mame 1, Book 22,

2. AISC Manual of Steel Construction 7th Ed.

3. TNE-CS-AB-03.

i

4. Letter from AISC to L. D. Nace dated August 29, 1986

5. Hilti Bolt Test Reports (Reports Nos. 8788, 8787, 8783, 8784, 8785,9059),1974

L

6. Richmond Insert Test Report " Shear and Tension Loading of Richmondinserts 1 1/2 inch Type EC-6W, 1 inch Type EC-2W, April 19, 1984

7. " I 20.

8. Kennedy, R. P., et al " Seismic Safety Margins Research Program (Phase1) Subsystem Response Review", NUREG CR-1706, 1981.

9. V. S. Nuclear Regulatory Commission Reg. Guide 1.92 Feb.1976.

10. Rosenblueth et al " Response of Linear Systems to Certain TransientDisturbances", Proceedings of 4th World Conference on EarthquakeEngineering, Santiago, Chile,1969

( ) 11. Boulet J A, Carley TG " Response Spectrum Analyses of Coupled Structural' ~ '

Response to a Three Component heismic Disturbance "Trans. of 4th Int'lConf. on Structural Mechanics in Reactor Technology, August 1977

12. Wang Y. K. et al " Comparison Study of Time-History and Response,Spectrum--Responses of Multiple Supported Piping Systems Proceedings,Int'l Conference on Structural Mechanics in Reactor Techn, ology, Chicago1983.

13. Barta D. A. " Analyses of Pipirig Systems With Non-Linear Supports Subjected Ito Seismic Loadings" PYP-36, pp. 39-57

14. Barta D. A. , et al " Seismic Analyses of Piping with.Non-Linear Supports" Plant analyses, FFTF Project,-Westinghouse Hanford Co. '

!

,

15. G. M. elbert, G. A.._.- = '

Schott, C.~ F.- Heberling " Correlation Results fromDynamic iesting of An Eight Inch Diameter Piping System" WMSD-ST-9.4000-7,1983 p. 39, 1976

_ -

416. ANCO Test Report 1806.01G Rev. O. Feb. 1987

17. Ebasco Comanche Peak SES Cable Tray Hanger Volume '

|1

Ov !

|

|

21 !;

i

* 4

%

+

O

.

.

4

ATTACHMENT 7.1

SHEAR LOAD - DEFLECTION

.CHAitACTERISTICS OF HILTI AND SUPER HILTI BOLTS

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.

30

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8 e

e

D

.

_ ._

ATTACHMENT 7.2

ULTIMATE CAPACITY OF ,

HILTI AND SUPER HILTI BOLTS-

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31

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File Nc. M;;!;.31..

r.epcrt .No. 8'36

O St?ER R.GK 301.7i

At1.VCE ULTLRTE TENSION $ SHEAR lt. ADS

| CONCREE STAINGTH 2000 PSI 4000 PSI 6000 PSI f',

!jDiameter | Eded:nent | Tension Shear Tension Shear Tension Shear!

1

i : )1 1/ "- 3 1/4" 7018 9866 9987 11441 13984 10593 -

, ,

4 1/4" | 8845 14733 15001 |'" " "

5 1/4" 9850 14565 15219' " " ",

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6 1/4" 10839 15147 15001" " " -

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1" 6 1/:" 2:948 19413 34967 27536 37535 3:~55'

- 8 1/:" 23830 49810 53314 ;" " "

' 10 1/ " 34824 49758 5760:" " ".

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|.

. i; 1 1/4" S 1/8" 23972 37558 1 42'00 41479 44:68- 39 37

| '

10 5/8" 30971 53680 59955 j .

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1

13 1/8" 37250 64922 69105" " "

'.

'

. .

.~. . .. .. .. .

Ac m 1 Centrete Strength.s.

1/2" Bolts (1) 4135 psi 6130 psi

1" E 1 1/4" Bolu 2042 psi 3960 psi 6175 psi ;'

(1) Values derived from 1470 psi concrets and interpolated for values in2000 psi ::ncrete as shewn inthe table above. '

OI

.

35

a sem a w u ve .ccmir. i m amo a me.sc caw ceaweiten ca ogsnv

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|}

ATTACHMENT 7.3

* SHEAR LOAD-DEFLECTION,

CHARACTERISTICS OF RICHMOND INSERTS

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ATTACHMENT B.4

POSITIONS AND STANDINGS OF CPSES-

CONDUIT SUPPORT BASE HEMBER HOLE SIZES!.

.

O '

.

.

4

O !

39 'i

:). . . . . . . _ . _ . . . . . .

-- _ - - - _ _ - - - - - - - - - - - _ - - _ - - -

. __ _______ _ _ __ ___

,.

*

..' .', POSITION AND STANDINGS OF CPSES CONDUIT-SUPPORT BASE MEMBER HOLE SIZES

- 1. PURPOSE

To summarize the CPSES licensing criteria, design basis, installation

process, anc inspection procedures that have been implemented in governing

the bolt hole' sizes of all safety related, conduit support base members,i

2. GOVERNING CRITERIA AND PROCEDURES i-

!2.1 Licensino Criteria - CPSES safety related conduit supports and base

members are governed by the AISC and AISI Codes. However, the AISC i

i

provides no direct requirement for bolt ho?e oversize in concrete anchorage

connections.

2.2 Code Requirements The 7th Edition of the AISC Manual, Section-

'1.23.4 specifies that bolt hole oversize for steel to steel' bearing'

O - - connection is 1/16 inch over the bolt diameter. For steel to steel\/ i

i

friction connections, larger tolerances are provided in Table 7 of the

AISC Specification for Structural Joints. Neither of those Tables are

applicable to steel to concrete anchor connections.

2.3 Design Specification and Design Drawinos - Design drawing packages '

2323-5-0910 (for Unit 1) and 2323-52-0910 (for Unit 2) specify the*

1

requirements for bolt hole oversize in anchorages. These are as follows:

TABLE 1

Anchor W ; Size Hole Size (Conduit Supports) Hole Size (CTHS),

1 5/8" 0 Bolt Diameter + 1/8" Bolt Diameter +3/16

3/4" 0 to 7/8 0 Bolt Diameter + 3/16" Bolt Diameter +3/16

1" O Bolt Diameter + 1/4" Bolt Diameter +3/16

> 1" O Bolt Diameter + 5/16" Bolt Diameter +3/16/N (1 1/4" 0)'Q . Bolt Diameter +4/16

(1 1/2" 0)

,

40

.

. _ _ _ _ - , - - - - . .-

.

e*

.:

* The CTHs permittted hole sizes are listed for comparison purposes. It/~( is evident that the permitted bolt hole oversize is quite comparable

' between the two comodities, with the maximum difference where the conduit

support nole is larger being 1/8 inch.

2.4 Fabrication / Installation procedure .The cable tray and conduit-

support fabrication procedure is the same. CP-CPM-7.3 pemits the base

members to be drilled, punched or reamed. For CTHs, base members are

primarily angles of thickness generally equal to or less than 3/4 inch.

Occasionally base plates are also used with their thickness ranging from

1/2 to 1 1/2 inches. For conduit supports, base plates are predominantly

used. Their thickness ranges from 1/4 inch to 1 1/2 inch with the thinnest

olates being utilized solely with the smaller diameter anchorages (3/8"

9). The installation procedures for conduits and conduit supports of.

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Unit 1 and Unit 2 respectively are ECP 19 and ECP 195. There is only. ,

one difference between these procedures and the co'rresponding CTH"

procedures (ECP10 and ECP10A) insofar as base memeber installation is!

| concerned. For the Unit 2 conduits supports the craft has been

specifically required to verify that the bolt holes meet the requirements

of Table 1 since Rev. 2 of the ECP 19A (Dec. 1985). ;

!

The CTH base members wers alwa'ys fabricated by . the " Hanger Ironworkers" ,

craft group in the Fabrication Shop at CPSES. These craft also installed I

the ancMr bolts. For conduit supports these activities were performed

by a different craft: " conduit support workers". There is no clear record

of what manner of fabrication was utilized for the bolt holes in the

base members of conduit supports and CTHs. However, it is possible ' that

relatively thin members (1 inch and less) could be fabricated by puaching1 r\

Q1 and reaming. It becomes less conceivable to imagine that base plates'

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# in excess -of 1 inch in thickness could be fabricated by any_ method other

AG than drilling. .In any case since both CTHs and conduit supports utilize

I 'similar thickness base members, there' is no reason to expect that the.

bolt hole sizes present in the field for the two comodities 'should be!

!sensibly'different. .

i-g

2.5 Quality Assurance Inspection Procedures - The QC inspection procedures

applicable to conduit support base members -are QI-QP-11.10-01 and .y

-QI-QP-11.10-01A for Units 1 and 2 respectively. These procedures ' have

no specific requirements for' bolt hole size inspection. The same is

true for the governing inspection procedures for CTHs which arei

QI-QP-11.10-02 (now QI-QP-11.10-9) and QI-QP-11.10-2A . for Units - 1 and ]2 respectively. |

|

3. SUMMARY AND CONCLUSIONS

.! Bolt ho'les of all CPSES conduit supports base members may' have been

fabricated by drilling, punching and reaming. The .same is true for CTH's

base members.'

' |

The base members for both commodities were fabricated by different craftIbut utilizing procedures which are identical insofar as fabrication of base

member bolt holes. During installat. ion neither craft was specifically required

to verify compliance of bolt hole size with the design requirements with

the sole exception of the conduit support craft fo'r Unit 2 after December 4

1985. This argues that tighter control -over bolt hole oversizing might be

present in the Unit 2 conduit supports installed after Dec. 1985.

The base members for both commodities have been inspected by the same

QC inspectors utilizing procedures which are identical . insofar as inspection

of bolt hole sizes, i.e. , QC has not been specifically required to verify

bolt hole size.'

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ihe material of fabrication and its thickness range is identical for

both commoc''.ies.

It is concluded therefore that the oversizing present in CTHs is also"

I

applicable to conduit supports. '

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e

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