ML20206T255
| ML20206T255 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 05/30/1986 |
| From: | Barrett L, Warapius K, Wheaton R ABB IMPELL CORP. (FORMERLY IMPELL CORP.) |
| To: | |
| Shared Package | |
| ML20206T195 | List:
|
| References | |
| 09-0210-0018, 09-0210-0018-R0, 9-210-18, 9-210-18-R, NUDOCS 8610060153 | |
| Download: ML20206T255 (68) | |
Text
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SLENDERNESS RATIO LIMITS FOR CPSES CABLE TRAY SUPPORTS Prepared for:
O Texas Utilities Generating Company Glen Rose, Texas Prepared by:
Impell Corporation l
2345 Haukegan Road Bannockburn, IL 60015 l
Impell Report No. 09-0210-0018 l
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e TABLE OF CONTENTS O
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1.0 INTRODUCTION
1
2.0 BACKGROUND
AND DISCUSSION 1
3.0 TECHNICAL SUMMARIES 2
3.1 Static Buckling Analysis 2
3.2 Dynamic Analysis 2
3.3 NRC Audit Presentation 3
3.4 AISC Correspondence 3
4.0 SLENDERNESS RATIOS FOR TENSION MEMBERS 4
5.0 TESTING PROGRAM
SUMMARY
4
6.0 CONCLUSION
S AND LICENSING COMMITHENTS 4
7.0 REFERENCES
6 FIGURES APPENDIX A: Static Buckling Analyses APPENDIX B: Dynamic Analyses APPENDIX C: NRC Audit Pr.esentation APPENDIX D: AISC Correspondence APPENDIX E: Testing Program APPENDIX F:
Licensing Commitments O
i Impell Report No. 09-0210-0018 Revision 0
4 REPORT APPROVAL COVER SHEET Client: Texas Utilities Generatina Comoany Project: Comanche Peak Steam Electric Station Unit 1 Job Number: 0210-040 Report
Title:
Slenderness Ratio Limits for CPSES Cable Tray Suonorts Report Number: 09-0210-0018 Rev.
O The work described in this Report was performed in accordance with the Impell Quality Assurance Program. The signatures below verify the accuracy of this Report and its compliance with applicable quality assurance requirements.
I N
"N Date:
5-30-86 Prepared By:
Reviewed By: g/
Date:
5-30-86 Approved By:
edn ge de AC WacAM4 Date:
5-30-86 EfylSION RECORD I
l Rev.
Ap~ proval No.
Prepared Reviewed Anoroved Date Revision O
f FIGURES O
Fiaure Title 1
Typical Hanger-Type Support 2
Strong Axis Failure Envelope Hith Horst Case Interaction Loads (Clips Active) 3 Heak Axis Failure Envelope With Horst Case Interaction Loads (Clips Active) 4 Strong Axis Failure Envelope With Horst Case Interaction Loads (Clips Not Active) 5 Heak Axis Failure Envelope Hith Horst Case Interaction Loads (Clips Not Active)
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11 Impell Report No. 09-0210-0018 Revision 0
CABLE TRAY HANGER SLENDERNESS RATIO LIMITS O
1.0 INTRODUCTION
The objective of this report is to consolidate and summarize several different tasks that have been performed to address the issue of slenderness ratio limits for cable tray supports. These tasks have included engineering studies, correspondence with AISC representatives, testing programs, and NRC audit meetings.
Each of the major tasks is included as a separate appendix to this report. The background for the technical issues is presented below, along with a brief discussion of the results and conclusions for each task. The overall results of this work are specific licensing commitments with regard to the design verification program at CPSES. These commitments are described in Appendix F of this report.
2.0 BACKGROUND
AND DISCUSSION The cable tray supports at the Comanche Peak Steam Electric Station (CPSES) are wolded steel structures whose primary purpose is to provide gravity support for the cable trays. Many of these supports are hanger-type structures such as that shown in Figure 1.
Under gravity loading, the vertical members of the supports are in a state of tension.
During a seismic event, however, the vertical posts might see a small transient compressive force in addition to increased tensile loads and some blaxial bending.
Given that there is a potential for compressive loading, the question arises as to the applicability of the mandatory slenderness ratio limits contained in Section 1.8.4 of the AISC Specification (Reference 1).
Specifically, if a structural element is classified as a compression member, the slenderness ratio (KL/R) must be held to a value less than or equal to 200. Since this specification was originally based upon static or pseudo-static icading conditions, member classification and the applicability of the limit was self-evident.
For dynamic loading, however, where any structural element can experience both tension and compression, member classification is less certain, as is the need for slenderness ratio limitations.
Neither the AISC Specification nor the Commentary deals with the case of dynamic loading conditions.
In practical engineering terms, the influence of dynamic compression on hanger-type structures should be relatively minor. The compressive forces are displacement limited and cyclic in nature and are of relatively short duration and low amplitude.
In addition, the gravity loading provides a constant stabilizing influence which always returns the structure to an equilibrium position.
Under these conditions, the vertical members in hanger-type supports are not susceptible to any form of compressive instability.
It is the tensile loading (or tension plus bending) that controls the design of this type of structure.
O 1
Impell Report No. 09-0210-0018 Revision 0
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i The preliminary assessment described above suggests that the mandatory slenderness ratio limits for compression members are not applicable to hanger-type structures.
In order to verify this assessment and to ensure a proper application of the AISC Specification, more detailed studies were conducted for both generic issues and the specific situation encountered at CPSES. These studies are summarized in the following paragraphs.
3.0 TECHNICAL SUMMARIES 3.1 Static Bucklina Analysis Appendix A to this report describes a series of analyses in which typical hanger-type supports were subjected to static loading combinations of sufficient amplitude to produce compressive instability. The objective of these analyses was to evaluate the factors controlling the various buckling modes and to determine actual three-dimensional failure envelopes for hanger-type structures. These failure envelopes provide a conservative basis (because the loading is static) against which the loading conditions encountered at CPSES can be evaluated.
3.2 Dynamic Analysis Given the lower-bound failure envelopes described above, a cable tray system containing a series of hanger-type supports with high slenderness ratios was analyzed dynamically using three-dimensional plant enveloped spectra as the seismic input.
The results of that analysis are presented i
in Appendix B and tend to confirm the preliminary assessment described above.
In addition, approximately 900 supports have been analyzed to date in the production work. Specific observation from both of these I
I analyses include the following:
1.
For what is believed to be a realistic set of assumptions, the maximum compressive mode response of the cable tray supports is i
entirely negligible in comparison to the actual failure envelopes (see response ordinate in Figures 2 and 3).
I 2.
Even for the worst case assumptions, the maximum response is still i
negligible when compared to the lower bound failure envelopes.
(See l
response ordinate in Figures 4 and 5).
l 3.
The potential for compressive instability or buckling does not appear to be a credible factor in support performance. The capacity of the supports in relation to combined bending plus compression loading is dominated by the bending resistance, not axial strength (see response abcissa in Figures 3 and 5.)
i 4.
The maximum duration of the compressive loading is less than 0.1 seconds; too short to cause buckling under any circumstances.
5.
For the supports analyzed to date in the production work, the maximum compressive stress interaction ratio occurring anywhere in the post members averages about.04%.
(These stresses have been compared with allowables calculated using conservative effective length factors.)
O l
2 Impe11 Report No. 09-0210-0018 Revision 0
3.3 NRC Audit Presentation The presentation material shown in Appendix C was prepared for the January 22, 1986 NRC audit. The material covers both generic and plant-specific issues and includes a review of CPSES licensing (FSAR) commitments, the background of the AISC slenderness ratio provisions, an interpretation of these provisions in the case of dynamic loads, and a general evaluation of relevant engineering issues for hanger-type supports.
The overall conclusion presented to the NRC was that, within the context of Section 1.8.4 of the AISC Specification, the vertical elements in hanger support should be classified as tension members; KL/R limitations are neither required nor relevant to any aspect of structural integrity or serviceability.
3.4 AISC Corresnondence Since the slenderness ratio issue is one that originates with the AISC Specification, the AISC organization was contacted in order to obtain a formal interpretation of the applicability of Section 1.8.4 to hanger-type structures.
The personnel contacted were Mr. William A.
Milek and Dr. Geerhard Haaijer. Mr. Milek was Director of Engineering and Research for AISC while the 7th Edition of the Specification was in effect (the 7th Edition is the " Code of Record" for CPSES). Dr. Haaijer is the current Director of Engineering and Research. The correspondence with these gentlemen is included in Appendix D of this report.
The formal interpretation provided by AISC may be summarized by the following major points:
1.
The AISC Specification is intended to cover routine design criteria only.
For the hanger-type structures used at CPSES, the Specification may be extrapolated at the discretion of the responsible engineer based upon an engineering evaluation such as that performed for CPSES.
2.
In general, a member designed for static tension but subject to seismic-induced compression no greater than 50% of the compressive I
allowable, should still be classified as a tension member.
3.
The treatment of dynamic compression described in Point 2 above has l
been formally incorporated into the new Load Resistance Factor i
Design (LRFD) Specification prepared by AISC.
L 4.
The slenderness ratio limit for compression members has been downgraded from a mandatory provision to a simple advisory.
5.
The slenderness ratio limits recommended for both tension and compression members are arbitrary (judgmental) values based upon l
considerations of economics, ease of handling, etc.
The recommended limits are not necessary to ensure any aspect of structural l
integrity or serviceability.
l l
3 Impell Report No. 09-0210-0018 Revision 0
4.0 SLENDERNESS RATIOS FOR TENSION MEMBERS The information presented in the preceding paragraphs resolves the major issues in relation to slenderness ratio limits for hanger-type supports.
Since the compression loads are small, the vertical members in these supports are classified as tension members and KL/R limitations are not applicable.
With regard to the advisory slenderness ratio limits (L/R) for tension members, the AISC correspondence confirms that the recommendations are arbitrary and are not related to any considerations of structural safety or serviceability. The Commentary to the 7th Edition of the AISC Specification does mention that the recommended limits will also help to prevent undesirable lateral movement but both test (Reference 2) and analysis (Appendix B) demonstrate that the actual displacements at CPSES are small.
In the particular case of CPSES, therefore, there does not appear to be any reason to apply L/R limitations to tension members. Given that the supports are all existing structures, there are no tangible benefits to be gained to offset the costs associated with modifying the supports just to reduce L/R ratios.
5.0 TESTING PROGRAM As one final measure to verify that slenderness ratios limits are not necessary to ensure the structural performance of hanger-type supports, a full-scale, dynamic testing program will be conducted. The test configuration will include a cable tray system with two hanger-type supports with L/R ratios of approximately 350. One of the supports will be constructed 2* out-of-plu'r.b and the other 4' out-of-straight in order to further accentuate any impact of the high slenderness ratio values.
The system will be tuned to produce maximum dynamic response and will be subjected to a three-dimensional loading corresponding to the enveloped spectra for SSE conditions.
The testing program, which is described in further detail in Appendix E, represents a more severe condition than anything that will be encountered at CPSES.
It is expected that the tests will confirm the initial engineering assessment that hanger-type structures are not susceptible to any form of compressive instability or failure due to seismic loading.
The results of the testing program will be issued in a separate report as soon as they are available.
6.0 CONCLUSION
S AND LICENSING COMMITMENTS Both the engineering evaluations and the formal AISC ir.terpretation support two basic conclusions:
1.
The vertical members in hanger-type supports should be classified as tension members for the purposes of Section 1.8.4 of the AISC Specification.
O 2.
The advisory slenderness ratio limits for tension members need not be applied in the particular case of CPSES hanger-type supports.
4 Impe11 Report No. 09-0210-0018 Reviston 0
7.0 REFERENCES
O l.
American Institute of Steel Construction (AISC), " Specification for the Design Fabrication and Erection of Structural Steel for Buildings",
Effective date February 12, 1969.
2.
Impell Report No. 09-0210-0017, "CPSES Cable Tray Analysis / Test Correlation Final Report", Impell Corp., Bannockburn, Illinois, Job No.
0210-041.
(In progress)
O O
6 Impell Report No. 09-0210-0018 Revision 0
These conclusions essentially eliminate the need to apply the provisions of Section 1.8.4 to the design verification process at CPSES.
O-Nonetheless, in the interest of expediting the licensing review process at all levels, TUGCo has committed to retain the provisions of Section 1.8.4 in the following manner:
1.
Axial loads will be documented for all cable tray supports.
If there is any static compression, or if the combined static plus dynamic compression exceeds 50% of the design allowable, the member will be classified as a compression member and a KL/R limitation of 200 will be applied.
2.
A maximum slenderness ratio limit (L/R) of 300 will be applied to tension members.
3.
Regardless of member classification or the nature of the loads, a full AISC compressive stress check will be performed for any member subjected to compressive loading.
The licensing commitments described above are presented in further detail in Appendix F to this report. They are in excess of any AISC requirements and will help ensure that the cable tray design verification effort is conservative in all respects.
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TUGCO(2) JB fRE.C.ElVID PAGE 1 0F 11 h,
FEB.2 0 CDMANCHE PEAX STEM El.ECTRIC STATION DESIGt CHANGE AUTHORIZATION fti bM BE INCORPORATE IN DESIGi DOCUMENT OCA NO. 6.814 REV.6.
1.
SAFETY RELATE DOCUMST: XX YES.
Nd RECENtio 2.
CRIGINATOR:
CPPE XX CRIGINAL DESIGN G hmf t 9,1986 3.
DESCRIPTIOM:
ADVANCED
)
3NGINEERING A.
APPLICAEL!U5FE2/UWG/00Cgg-2 3 2 3-E1 -1701 givigg, 10 5.
del' AILS THIS REVISION VOIDS AND SUPERSEDES DCA #6,814 REV.5.
When approved by Engineer, siderails can be added to trays per Details shown on the attached sheets.
REY. 5:
Adds Note #5 on Pace 2.
As noted on' Pace 3. 4 and 8.
R E c p.....'.
!VED Adds Pace in.
~
REV. 6:
Adds sheet 81 1 an o..
mm u us6
- q. ' "
F03 0FIEEb[k,,,,
35-1195 sEENEfnkg
^
?NGINEMu udt um R ECEIV ED Mnp 07. lW14 Uubualc.rd. CUAIACL 4.
SUFCCRU NG OCCUMENTATTON:
GTN.44162:
DCA #4.178 Rev,2r),
i
.. ~.
- 5. APMOVAL SIGNATURES,;,. ' MDJ/ j1 j 2-17-84 A.
CRIGIMATOR:
M QATE E -/ -) -85/~
/ b 'll b" 0 ATE 8-7' 8 [..
DESIGN Rt m e 6ATIVI:
8.
C.
CE3IGN RE7IEW PRIOR TO W E: /Ndkl./
IY CATE 3 fd-e 6.
VENCCR RP ATD C"AMCE YY NO YE3:
P.O. NUMES 7.
STA1.' CARD CIS EEUTICN:
ARMS (ORIGINAL)
(1) Mark Welch QA (1)
'~
GUALITI ENGINEEING (1) 8.o b Jo yc e EE (1)
-.}
A FGR ORIG. CESIGt (1)
M.D. Jones EE (1 )
OCA " 943 W es4innh'oum (8)
C. Conzatti EE (1) g
. S. Victor EE (1) n u4+a.11 rr (1 )
M*-
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DCA #6,S14 REY.6.
Page 2 of 11 l
NOTES
\\
1.
The maximum allowable static tray lead is 35 P5F as saecified in
~
Specification No. 2323-ES-1g. This load includes the weight of
~
the cables, the tray and the. added siderails.
2... Cut out new additional.siderails at cable tray support locations as requirsi, similar to Detail showri at tray ~ splice connector-locations.-- -- -- --- -
e-T A minimum of two (2) bolts per new additional siderail section is
[
3.
required except where physical limitations exist or minimum bolt spacing weuid be violated.
This dimension to be 2" for 6" siderails and 3" for 8" siderails.
4.
For cable tray fittings where a lip is needed for trista11ation of a 5.
tray cover, a siderail shall be constructed from electroplated gal-vani:ed sheet metal (16 gauge minimum,12 gauge maximum) to the di-mansions shewn on Page 10. This sheet metal matarial is NMS. The additional siderail shall be attached to the existing tray using the
)
Details shown in this DCA.
The position of side rail can be adjusted so that the effective tray
'I 6.
height as shown in the detail can be maintained. Refer to sections on Pages 3 and 10 and detail on Page 9.
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NO. DWN. C KT* D. DATE O
1 S M(
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NO. DWN. CKT*D.I DATE TEXAS UTILITIES SERVICES INC.
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4 COMANCHE PEAX STEAM ELECTRII STATION i
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NO. DWN. C KT* D. DATE
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NO. D W N.- C KT8 D. DATE TEXAS UTILITIES SERVICES INC.
t/Ev/ SNErr G
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ELECTRICAL ENGINEERING GROUP DWG. l k - - - ---
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UGC0(2) gg PAGE 1 0F 2
g, MAR 06
()
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I, lANCHE PEAK STEAM ELECTRIC STATION 5
C0f' N&Ek DESIGN CHANGE AUTHORIZATION l
DCA NO.' 1995'O (WILL) (
hBEINCORPORATEDINDESIGNDOCUMENT 1.
SAFETY RELATED DOCUMENT:1 YES _ND 2.
ORIGINATOR:
CPPE__X)(_ ORIGINAL DESIGNER 3.
DESCRIPTION:
APPLICABLE %)i[/DWG/%%
2MM-E.1 "717 REY. /3 A.
5.
DETAILS 99n@ FM-f AAt66 Ace AfevE Tw sm-Enits Ar vcAv NOT>m A Tt 3 KE/wl b. T1R REtth,1; n AX ECAI G2.. Ti4KE 38; n4K'EDM B4; TMKEDM% Tud6 9PJ:\\lGkmkl6, TRAY F'
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A.
ORIGINATOR:
8v, DATE 8-4--8M A,
B.
DESIGN REPRESENTATIVE:
h/
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DATE 8-d-44
'f/.u,--,
DATE @ M C.
DESIGN REVIEW PRIOR TO ISSUF{ /w 6.
VENDOR RELATED CHANGE D HO P.O. NUMBER 7.
STANDARD DISTRIBUTION:
EE(())
Allen W. Hollis Aggs'(ORIGINAL)
(Il EE Reed Smith QUALITY ENGINEERING Robert P. Joyce EE I DCTG FOR ORIG.. DESIGN QA (,,
DCA FORM 9-83 l
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TITLE l ELECTRICAL EQUIPMENT AREA CABLE TRAY l
OF DRAWING I PLAN EL. 85f-6" I
pppE.
l DWN.BY~l/,W,ht4,IS l [. gEl l M g (,
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l REVISIONS
- NO. DWN. C KT' D. DATE<
TEXA5 UTILITIES SERVICES INC.
O 0
2*N CDMANCHE PEAK STEAM ELECTRIC STATION ELECTRICAL ENGINEERING GROUP 4
1 i
DWG'8 NO. \\ 2323-El-717 L
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( APR16BB4 CsdCut PEAK STEAM rLECTRIC STAT 100 DESIGN CHANGE AUTHORIZATION
. IL113 b O 1 b4 l
I DCA NO. 20.239
"' TWILL) (EIEEXIIR) BE INCORPORATED IN DESIGN DOCUENT 1.
~5AFETY RELATED DOCUENT:
XX YES NO 2.
ORIGINATOR: CPPE XX ORIGINAL DESIGNER 3.
DESCRIPTION:
A.
APPLICABLE 3RRR/DWG/D000ffAIR 2323-El-0716 REV.18
- 8. DETAILS PROBLEM: Cables are above side rails in trav node T130ECG41.
SOLUTION:
Install 6" side rails at trav node T138EcG41.
Add trav node T138EcG41 to Nnte 12 on Drawinn 2323-El-0716'.
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5.
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RTK:pg April 12, 1984 DATE / E # A r M A.
ORIGINATOR: M Og!_
DATE g/3rg 8.
DESIGN REPRESENTATIVE:
.! N kk[M C.
DESIGN REVIEW PRIOR TO ISSUE:
M,/{
a, M DATE
,1 -84 6.
VEND 0R RELATED CHANGE:
XX NO YES:
P. 0.. NUMBER:
7 Roy T. King EE((1)
O
. STANDARD DISTRIBUTION:
(1)
R. P. Joyce EE 1)
ARMS (0RIGINAL)
M. Welch QA (1)
CUALITY ENGINEERING (1)
DCTG FOR ORIG. DESIGN (1)
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JAN 27 DESIGN CHANGE AUTHORIZATION efHPORATED IN DESIGN DOCUENT DCA N0. 19,687
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SAFETY RELATED DOCUMENT:
XX YES NO
'. 2.
ORIGINATOR: CPPE XX ORIGINAL DESIGNER 3.
DESCRIPTION:
REY. 16 A.
APPLICABLE $RO/0WG/GGGW WC1 2323-El-0602-03
'. DETAILS
~
Cablesjt tray node T14KSON61 are above siderails.
?ROBLEM:
i SOLUTION: Add note to drawing El-0602-03 to read as follows:
)
3
" Field will replace 4" siderail tray with cable tray havina 6" siderails t
or modify 4" siderail tray to have 6" siderails at the following nodes:
i 1
5 T14KSON61."
g_g,77qq RECEIVED FEB 011984 ecccammo i
j
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Su,,0RTING 00CusENTATION:
gggg g gg January 2,5, 1984 5.
AP,ROVAL 3IGNATURES: RTK:pg DATE u o se A.
ORIGINATOR:
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[
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5.
DESIGN REPRESENTAT VE:
//84 C.
DesNN REVIEW PRIOR TO ISSUE.
u,o 6 (4 M OATE '
5*
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_O YES3,/P. O. N N
6.
VEND 0R RELATED CHANGE: XX 7.
STANDARD DISTRIBUTION:
Roy T. King EE 1)
Reed Smith EE 1)
E ARMS (0RIGINAL)
(1 R. P. Joyce EE 1)
QUALITY ENGINEERING (1
N. Welch QA (1) l OCTG FOR ORIG. OESIGN (1)
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Sub-Value to (truy mods of Cable anz Trsy total Thorse-1UTAL Fariance heused
=+t)
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($ghtstal 45 %)
g g; yggjgggg.(&Ian valena far renakfindivIA**I maanarival*I (use totalvt)
(Man.vah for rus)
Ness 3: If Variance is > 02, then ass multiple cable tray weights.
If Variance is s 025.then use the nazimum value for the whole rs a.
TUGco l
CPSES UNIT 1 0210-040 y'
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(Se64stal< 35 puf) pgets 2: Variance.tu.,
.w rac emakt1.av'-t
_=_=.e-w)
(use tassivt)
(Man valm forrea) lista 3: If Variance is >92.then ese multiple cable tray weights.
If Variance is s t2.them use the nazimum value for the whole rua.
TUGC0 CPSES UNIT 1 aos mo 0210-040 y
O INNW I46 82-o4 9
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Cables Fill (3 saf) weiaht (note I) laa wt vt (nots 2)
(note 3)
TIA2%
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6,0 g,9 so,9 go qq,p w
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(Sebastal < 35 puf) c=.. et,-w)
Nets 2: Variance.tu....w ror
.ki1 4-(use totalyt)
(Max.value for rus)
Note 3: If Variance is > 925.then use multiple cable tray wei65.
If Variance is s 925.then use the maximum valos for the whole run.
TUGco CPSES UNIT 1 O
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adh cau:no g 6g W I46 82.04 3
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Basser Number Actual 10% of Cover.
Sub-Value to
)
E (trsy sede of Cable man Trsy Islal Thermo-1UTAL Variance he used
=a =t)
Cables Fill (3asf) weiaht (aete 1) laavt vt (aete 2)
(sete 3)
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Nets 1: Subtstal-(setual cable fillb(10% of man tray vs. inct cableb(cover. tray vt.)
(Sebtstal < 35 pef)
Note 2: Varianca.(Man vaine far runi-findivi& int mapparivaina)
(use assalvt)
(Man value for rus)
Note 3: If Variance is > 025.then use multiple cable tray weights.
If Variance le s $25.thes use the maximum value for the whole run.
TUGC0
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2 to PY oP TRA V F'L L S U M N A 4 1.5 A r rA c H @,
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THE WE OF SIDERAIL EXTEN S/ON.S tNA S NOT AVAlLA CLE, REFER T^o R/L CTH-l-723,
k THI S SIDERAll By.TENStoN HAS NOT BEEN INc0RPorA /W IN TO THf G ANALYST.s S/W6 THE eyTEAIT or= RAILS
?
IS Nor GIVEN ON TH6 Ok)&S - S&Res 70 BE tcNFINED TD oPENIN& THttuu &H THtRNOLA fr i
5)
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5
4.1 TrsyTillsammary U l ')
f.
f.
CableTrsy Teight Ub/ft)
Banger Number Actual 10% of Cover.
Sub-Value to (truy sede of Cable man Trsy letal Therme-TUTAL Variance be used j
wst)
Cables Fill (3 sof) weiaht (sots I) laa vt vt (note 2)
(note 3)
O&09\\ggy p % tagte og e w g,, 4ge mggg Ls6sh/ gu c{v,o u
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Note 1: Subtotal-(actual cable fill)+(10% of max tray vt. inct cable)+(cover +ttsy vt.)
(Sobtotal < 35 paf)
N0 4 2; YariaSCg.(nfair value for rinn).findistaial euenartwalual (ese totalvt)
(Max.value for rea)
Note 3: If Variance is 3025.then oss multiple cable tray weights.
If Variance is s $25.then use the maximum value for the whole run.
TUGC0 CPSES UNIT 1
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June 6, 1986 g
ATTN:
, LETTER NO:
02H)-040-068 NLb SIGNATURE:
The foNewing sessment(s) are tenommed by amp tr she avveno(s) sesignated in the une sede ewise. pleene ackneeleage moeipt er signing telee ens stamens a sopr t the sever page to the=== es-e essainessetes.
GSE CODE' EPerAsement
' & perCenskuemen T. Peruse RRevtescomment EForSid
& Other 8.PmliminaryAnformation Only
&ReseresTumeser
- USE STY.
TITtt OR DESCRIPTt088 WUtfSER REY.
CODE 7
1 Diamond Core Bolt Holes Special Study No.
5.2 7
1 Latest Hilti and Richmond ~ Insert Special Study No.
Allowables 5.4 7
1 Oversize Bolt Holes Special Study No.
5.9 0
cc: Mr. J. Padalino - EBASCO Mr. C. Kricher - J.R. Benjamii, & Assoc.
Mr. C. Mortgat - TERA GROU
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RECEIPTACKN0WLEDOMENT:
C REQUIRED D n oT naouinso ReceW by:
PLEASE RETURN TO: Impell Corporation 350 Lennon Lane Romerts:
Walnut Creek, CA 94598 ATTN:
Barbara Peth I
Page1 Of
6/2/86 DIAM)ND (X)RE BRT HEES FOR HILTI BCLTS (Issue 03J)
O
1.0 INTRODUCTION
The Comanche Peak Steam Electric Station specification I-20 for installation of Hilti drilled-in bolts (Reference 1) allows the renwal of an existing Hilti anchor by core drilling a hole around the existing anchor and then installing the next larger anchor in the core drilled hol e.
The issue develops in that Hilti does not guarantee the bolt allowables when the holes were drilled with anything other than Hilti masonry carbide bits. There is a conarn that due to the difference in hole contour and size the Hilti bolt may not develop the full capacity.
Our rwiew of the installation procedure indicates that Hilti bolts installed in core det11ed holes in accordance with the Reference 1 will be able to develop the required capacities.
2.0 Standard Hilti Installation Procmdure The Hilti installation procedure calls for a hole of the same nominal diameter as the bolt to be drilled with a Hilti masonry carbide bit.
The i
hole that is formed with this bit is irregular in shape but sized so as to O
provide a fim fit for the bolt. The Hilti bolt is than driven into the hole far enough to allow at least six threads to be below the fixture.
Hilti bolts are then tightened using a turn-of-the-nut method. By turning the nut 3 to 4 revolutions a load slightly above the working lead allowable is achtwed.
The anchorage is locked in place by the wedges being forced against the side of the bolt hole as the tappered cone at the i
I end of the bolt is drawn up.
3.0 1DGOD STANDARD INSTM LATION PROGt11RE FOR HILTI BCLTS The TUG 00 procedure calls for the drilling of holes using Hilti carbide bits in compliance with Hilti requirements. The bolt is then driven into the hole and torquod to specified torque lwel. This torque value is based on tests conducted by Hilti at the Tt.GCo Site.
The TUGCo installation procedure limits the amount that the bolt may be pulled out of the hole during torquing to one nut thickness.
One nut thickness is slightly more than the 3-4 turns recommended by Hilti. Howwer, there appears to be sufficient bolt end cone to allow a one nut pull out without slipping past the wedges.
O
DIAM)ND (X)RE BET HEES FOR HILTI BATS Issuo 03J (continued)
Page Two O
4.0 TUGCI) HILTI RER_ AGENT m0GI1JRE The 1UG00 installation spectf tcation for Hilti bolts allows for the replacement of an existing Hilti bolt using a diamond core bit of the same nominal outside diameter as the replacement expansion bolt.
Once the new hole has been made the bolt is then installed in accordance with a regular TUGCo proceduro.
It should be noted that a core drilled hole is gonorally round in shape and may be slightly larger than that drilled with a Hilti carbide masonry bit. The installation of the replacement bolt is then done with the same procedure as for the original bolts. This means that the torque limits specified in the TUG 00 procedure must be achtwed and the increase in bolt projection must be limited to the one nut thickness value specified in the installation specification for bolts installed in carbide bit drilled holes.
i 5.0 (I)N1USIONS The Hilti anchors are essentially a pro stressed connection in that the torquing done during installation pre loads the bolt and assures that the working load capacity has been echtwed. When a bolt is installed in a diamond core drilled hole the hole size may deviate from that required to achieve maximun capacity.
However, the requirement for the same bolt torque. In the core drill hole as in the carbide bit drilled hole should assure that the required preload has been achtwed.
The limitation on bolt pullout during setting must still be maintained for the diamond core i
drilled hole installation.
Based on the torque and pullout limits it can be concluded that the bolt will have the required preload and capacity and that the wedges will have the same amount of margin against slip through as the bolts in the carbide bit drilled hole. The requirement to achieve the minimum torque level and the limitation of bolt pullout during setting is considered adequate to assure that the Hilti expansion anchor will achieve an acceptable capacity in the diamond core drilled hole.
6.0 JEiIRENES 1.
" Installation of Hilti Drilled In Bolts," Procedure No.
I-20, Revision 9, dated 12/16/83.
2.
Militi Architects and Engineers Anchor and Fastener Design Manual."
O
6/6/86 Status Report on Preliminary Results of Verification of Hilti and Richmon' Insert Allowables d
1.0 INTRG)UCTION This report summarizes Impe11's review of the EBASCD Hilti and Richmond insert allowables. The Hilti and Richmond insert allowables contained in the EBASCD specification 2325-SS-30 were reviewed.
Our review was based on the manufacturer's published allowables versus the project allowables.
Based on our review it appears that the Hilti cinch anchor allowables are in agroment with the manuf acturer's data.
The Richmond insert allmables appear to deviate from the manufacturer's recommended values.
2.0 HILTI QUICK BG.T ALLQf ABLE WGtKING LOADS Impe11 has obtained fra Hilti Incorporated the latest Hilti Anchoring System catalog with the current manuf acturer's load recosamendations.
These load values are contained in the 1985 anchoring system catalog.
Coriparison of the load values with those contained in the SS30 docuent indicate that they are essentially the same. We have also verif ted that the change in allowable for the 1" diameter Hilti quick bolts has been incorporated in SS30 and the latest Hilti catalog valuer. We have also verif ted the allowables for the super kwik bolt.
The minimum C-C spacing for Hiltis given in SS-30ere based on the original Hilti requirements of 10 diameters, This spacing recommendation has recently been increased by the manufacturer.
Hilti does not recommend O
that existing work be backfit to the new value but that new work reflect this change.
3.0 RIQ4MOND INSERTS The procedure for checking Richmond inserts contained in Gibbs & Hill document SS30 includes many different allowables for inserts and for bol ts.
We have obtained the original manufacturer's test data for inserts EC2 and EC6. These are the inserts being used on the project.
These inserts were originally tested in 3,000 pound concrete and it was deterinined that the failure was in the insert threads rather than the concrete pull-out.
Based on this it appears inconsistent to be adjusting the insert capacities for differing conter to center spacings and different slab and beam dimensional configurations. The manufacturer's data using a safety factor of 3 (CBE) would indicate that the maximum allowable load for the EC6 is 21.6 kips in tension. This is greater than 3
the values given in the SS30 document which range up to 31 kips.
A similar discrepancy in maxima tension allowable for the EC2 insert -
exi sts. The manufacturer's recomunended insert capacity based on a safety factor of 3 is 8.27 kips this. less than the 11.5 kips indicated in SS30.
The manufacturer's test data indicates that the failure of the Richmond inserts ocurred in the threads of the insert and of the bolt.
This would O
indicate that higher strength concretes would not necessarily be reason for a justified higher allowable capacities for the inserts.
4
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Status R: port on Prc11ainary Results of Verification of Hilti and Richmond Insert Allowabics (continued)
Page Two 4.0 ADDITIONAL ACTION ITEMS Impe11 will also review the Stone and Webster documents CPPP-7, Appendix 4-4 and 4-5 if obtainable.
These doctments are being used by the TUGCo Pipe Support Design Group to design Richmond inserts and Hilti anchors.
The purpose of this review will be to identify any inconsistencies between the SS30 method being used for the cable tray effort and the Set method being used for the pipe support effort.
5.0 NEEDED DATA 1.
CPPP-7 Appendix 4-4 and 4-5.
2.
Hilti torque tests done at TSES.
TPA-7240 or BAR IM-13966.
O e
O
6/6/86 OVERSIZED BOLT HOLES j
(Issue 14F)
O 1.0 Introduction l
1 This report addresses the issue of worsized bolt holes in the connections for the Comanche Peak Steam Electric Station cable tray supports.
These i
connections occur primarily at the tier to tray connection and at the j
support anchorage connection. The issue centers around two primary points. The first is whether or not oversized holes are acceptable in bearing-type connections. The second pertains to the load distribution in connections with oversized bolt holes.
Based on our review of the specifications and other reference documents, we feel that the use of oversized bolt holes in those connections at the Comanche Peak Statton is acceptable.
2.0 Anol f eabil ity of Oversized Holes In reviewing the appitcability of oversized holes relative to the AISC specification, it is important to remember the context in which the matorial in the spectf fcation is presented.
The AISC spectfication is j
intended to provide a untform practice for the dostgn of steel frame butidings.
It is not intended to cover all probles within the full range of the structural design practice.
The AISC committee cautions that independent professional judgment must be used when interpreting and 1
relying on the specifications, and the committee indicates that the design of the structure is to be under the direction of a i tcensed professional who is responsible for the application of the specification.
The AISC specification has two sections which deal with bolted connections.
These are Section 1.16, which deals with the design of the connection, and Section 1.23, which deals with the fabrication of the connection.
In the seventh edition of the AISC specification no mention is made as to the design of oversized hole connections.
The eighth edition provides some guidance and requirements for design of connections with oversized holes.
Section 1.16 covers the allowable loads and stresses, the determination of bearing area, and other factors which contribute to the strength of the connection.
This section discusses oversized holes, but does not put any limitation on their use or application.
In Section 1.23, the fabrication of connections is discussed.
In Section 1.23.4, the use of oversized holes is clearly permitted for anchor bolts in concrete attachments.
Section 1.23.4.2 requires the use of standar'd holes for other connections unless oversized holes are permitted by the designer.
Further portions of this section appear to limit the use of oversized holes to friction-type or non-slip connections.
It would appear that the fabrication section places a more stringent requirement on the design of connections than the design section.
In order to resolve this discrepancy, it is necessary to refer to the primary document on which the O
connection design sections are based.
This is The Guide to Design Criteria For Bolted and Riveted Joints (Reference 3).
=
g Oversized Bolt Holes Issue 14F (continued)
O Pago Tvo The primary factor in detemining the acceptability of an oversized hole is the potential for slip in the connection under load.
Connections which must not exhibit slip under applied load are generally referred to as frict1on-type connect 1ons.
"If slip is not considered a critical factor, a load transfer by shear and bearing is acceptable." (Reference 3) The criteria for detemining the acceptability of slip is based on the presence of repeated stress reversal, need to limit undesirable misalignment in the structure, and the need to resist displacementsa due to dynamic loads such as machine vibration and crane operation. When ordinary structural bolts, such as A307, are used in bearing connections, slip is expected to occur under working loads.
For the connections in question at CPSES, the use of worsized holes for i
base plates and base angles is not an issue.
It has been normal practice wer the years to use worsized holes at the anchorage connections to concrete.
This is acknowledged even in the fabrication section of the eighth edition code.
(1.23.4)
In evaluating the appi tcability of worsized holes at the tier-to-tray
, O connection, the magnitude of s11p must be considered. The standard hole is 1/16 of an inch larger in diameter than the bolt.
The original l
designers for the Comanche Peak Station have allowed an additional 1/16 inch, allowing a total gap of 1/8 of an inch.
This would indicate that the maximum slip that could be expected to occur at a cable tray joint would be limited to the full hole clearance, or 1/8 inch.
In reality, the slip is generally less than the full hole clearance. (Reference 3)
In all itkelihood, the slip will be considerably less, as there is some clamping force and frictional resistance induced in A307 type bolted connections.
Given the flextbil f ty of the cable tray supports at the Comanche Peak Station, the possiblitty of an additional 1/8 inch displacement is const dered negligt ble.
If slip were tctually to occur in the cable tray-to-tier connection, there would undoubtedly be an increase in internal damping in the system. This increase in damping would lead to a potential reduction in the solmic load, thus decreasing the probability of a failure at the connectf ons.
3.0 t nad Distribution and Canacity of Oversized Hole Connections l
In bearing-type or slip connections, the ultiLate capacity of the connection is dependent on the bearing strength of the material and the strength of the bolt.
Section 1.16 of the Code prwides requirements for edge distance, conter-to-center spactng, and bearing area.
In fact, the i
section prwides for the consideration of the reduction in the above connection dimensions, depending on the size of hole that may be used.
O Reference 3 clearly indicates that the ultimate strength of a joint with worsized holes is the same as the ultimate strength of a joint with
Oversized Bolt Holes Issue 14F (continued)
Page Three 3.0 Load Distribution and Canacity of Oversized Hole Connections (continued) standard holes. (Page 181) There are many discussions contained within Reference 3 and other references concerning the distribution of bolt loads in connections. Without a doubt, the load is not applied unifomly to the bolts in the connection until such time as the ultimate capacity is approached.
The use of the design limits set out in Section 1.16 will I
lead to an appropriate and conservative connection design for the tier and tray connections with oversized holes.
4.0 References
- 1. AISC Manual of Steel Construction, Seventh Edition
- 2. AISC Manual of Steel Construction, Eighth Edition
- 3. Guide to Design Criteria For Bolted and Riveted Joints, Fisher &
Struik, 1974 0
l O
1 QA DIRECTIVE ID.NO/
Ceco-001 CLENT:
Cerrmor. wealth Edison Ccmpany PROJECT: All Nuclear Safety-Related Activities l
2 Page of O
Rev No.
Date PREPARED REVEWED APPROVED Regional OA Manager Manager. Quaky Asarance Repcr.a! Manager lg 3
12/01/83 TC Chen RA Ayres MJ Scholtens
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