ML20236J631

Rev 2 to Effects of Bolt Hole Oversize in Cable Tray Hanger Sys Adequacy

ML20236J631
Person / Time
Site:	Comanche Peak
Issue date:	06/19/1987
From:	Iotti R, Odar E EBASCO SERVICES, INC.
To:
Shared Package
ML20236J341	List: ML20236J370 ML20236J460 ML20236J540 ML20236J608 ML20236J631 TXX-6598, Forwards Wg Counsil to Nh Williams Transmitting Documents Requested by Cygna.M Malloy 870805 Release Memo Encl
References
NUDOCS 8708060226
Download: ML20236J631 (47)

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TU ELECTILIC C0HANCHE PEAK STEAM ELECTRIC SIATION UNITS 1 & 2 EFFECTS.OF BOLT HOLE OVERSIZE IN CTH SYSTEM ADEQUACY i

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Ebasco Services Inc. New York, N.Y.

O 8708060226 870723 4]5 PDR ADOCK O 3766M-I

.... i 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 to 0

Conduit Supports 6

20

6.0 REFERENCES

21-7.0 ATTACHMENTS 22 7.1 Hilti Bolt Shear Load Deflection 1

Curves 22 7.2 Ultimate Capacities of Hilti Bolts 31 7.3 Richmond Insert Shear Load Deflection Curves 36 7.4 Positions and Standing of CPSES Conduit Support. Base Plate Hole Sizes 39 i

t 4

a.

~

t 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 1

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

Maximum l

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 the clamp 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.

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.

'O i

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 potential g

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 affected Q

1 and that the conclusions reached for the CTHs are also applicable to conduit support s'.

.; o

\\,

'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

l to the conduit and conduit support system.

l I

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 in O

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.

• V 1

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 l

b

2) provides no direct guidance on oversize of bolt holes in concrete 1

v connections.

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 l

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, 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 detrimental effect on the CTH system although it is standard industry practice to entirely neglect 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 the hangers and connections.

4.0 BOLT HOLE OVERSIZE There ve four main types of connections employed at CPSES in the CTH t

design.

(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

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 3/8 to 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.

U The 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-five percent 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 since 1

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 3/16 1/2 3/16 5/8 1/8 3/4 5/32 1

3/8 1 1/4 i 3/8 1 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) during design 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

1 I

]

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.

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.

j Three 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 l 0 g

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+a.

I Ji Ms' x.

lV ouee.ae Fig. Ib Two Bolt Base Member - Cantilever Type CTH

-l

-ea m

pfax

$WTr5/&L O

5

1 i

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 l

I with shear interaction ratios greater than 0.25.

Of these, none have shear lR2

~

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 l

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

l l

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 ps I

l 1

lR2 I

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i 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 as A

described below. 5 is the tensile safety factor which is not affected by 3

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.

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4.400 5.000 C.450 C.550 C.212 G. 34 4.711

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• .000 5.000 C.450-O.550 C.222

'0.A39 4.*56 2.SCO 5.000 0.a50 0,550 C.228 c.676

1. 27S 3.s00 5.000 0.450 C.550 C.235 f. AS:-

t. 155

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26 3.i:G 5.C00 C.450 C.550 C. 251 -

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9

,:j a..

.. ;r :t ;--

I 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 i

reference 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 l

when the first bolt reaches eg.

P2 = load carried by the second bolt at e2 (from the load deflection curves 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 SFBt V

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 presence of the oversize bolt hole, and i

b) 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 capacity is virtually unaffected (references 5 and 6).

Finally and E are defined.as v.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 *l.*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.

d A

Table : sssumes a liriear interaction equation between tension and shear in Hilti bo)ts.

Test' data on Hiltis shows that 'the shear and. tension interaction is better represented by the quadratic equation:

2 2

+

1 1.0 (5)

Table 4 presents,the safety factors for the connections developed using equation (5) for the interaction equation.

This table is also for OBE, and an SSE table can be easily derived.

The use of the non-linear interaction equation results in even higher connection safety factors for shear terms less than 25 percent.

1

)

Finally Table 5 presents results for Richmond Inserts.

For 'the latter the following interaction equation is used.

l f

4/3 ft 4/3 L

y

+

<1 (6) 5 5

and hence f

/3 ft 4/3 y

R=

+

(7)

T F

l 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 have been ignored.

Each argues that the actual safety factors of the connections

/3 1

V will be much higher, j

11

- 3 TABLE 4 e4 24-4 3

A 0-5.

60

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14 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.

I v

These 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 j

s average 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.

R2l 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.

l Note 1:

The longitudinal load for transverse supports is generally'negljrt,ble.

i 4

]

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'v' I

J 16 l

l i

i

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4. man

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1 W! CM?tTon

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/-/

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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 M Erp K/A ORTE WA I el 1 'l i :

l,l j

jtFF OPERATICtl w ac t

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 l

platess.'this traveler will also docunant tels sizes.

KnT:

Inaccessible bolt holes twed ret be inspected.

'lhe telt' number, size and type colucns in Table A shall to coupleted. 'me ocaer colunns anall tm lined through and labelled

• inaccessible".

p

{

l

-l;

_Rewal of Bsits ard Mats:

l g

.h Barr.ve toits and ruts snm cn the referenced ' Bolt ible MM Verification" drawing. salts arti ruts enould be renoved o s.W in sucn a seq,sence that the hanger may remain in a safe conditicn, 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).

ho Inspectar 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).

ici 4

.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 l

)]

.i e

,* p3 o

k

-}

[

. q=A =

t o

o,-

$[*21

[ ]

%yP t,

l 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 assumed to 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 above that of the SSE.

~

l The :

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

~

negligible because these connections employ multiple bolts and the probability of 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 l

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

l s..

t, l/'

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 vertical v

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 all 4

"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

'l f

am had not been set up to specifically the 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.

For a

/

t, g

i test configuration' 2. a gap of 1/8 inch oversize existed for all 3/4 inch

..t'vf 4

f

\\

v

(

.t,y.:

S 1

n i

b

'$,)

c v

f l

a F

19

.(v e,

s

,x., e r

I r

)

1. 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' different known).

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 motion 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 procedures a.

b.

similar or identical _ inspection procedures c.

similar connections, bolting, material and material thicknesses d.

similar design requirements for anchorage bolt hole oversize..4 provides a summary of the conclusions reached for the conduit supports.

20 J

6.0 REFERENCES

7_3

!, )

1.

" Stat m ical Analyses of Bolt Hole / Edge Distances in CTH's" Ebasco l

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 Richmond inserts 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 (Phase

1) 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 Transient Disturbances",

Proceedings of 4th World Conference on Earthquake Engineering, 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'l Conf. 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, Chicago 1983.

13. Barta D. A. " Analyses of Pipirig Systems With Non-Linear Supports Subjected to 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 from Dynamic iesting of An Eight Inch Diameter Piping System" WMSD-ST-9.4000-7, 1983 p. 39, 1976 4

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

17. Ebasco Comanche Peak SES Cable Tray Hanger Volume '

Ov 21 i

4

+

O 4

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10 5/8" 30971 53680 59955 j

1 13 1/8" 37250 64922 69105

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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 in 2000 psi ::ncrete as shewn inthe table above.

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ATTACHMENT 7.3 SHEAR LOAD-DEFLECTION CHARACTERISTICS OF RICHMOND INSERTS O

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1 ATTACHMENT B.4 POSITIONS AND STANDINGS OF CPSES CONDUIT SUPPORT BASE HEMBER HOLE SIZES O

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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

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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

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. Bolt Diameter +4/16 (1 1/2" 0) 40

e The CTHs permittted hole sizes are listed for comparison purposes.

It

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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 l

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 l

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 puaching 1

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Q1 and reaming.

It becomes less conceivable to imagine that base plates 41-

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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.

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2.5 Quality Assurance Inspection Procedures - The QC inspection procedures applicable to conduit support base members -are QI-QP-11.10-01 and

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-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 are i

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

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2 respectively.

l 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 craft I

but 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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