ML20215B485
| ML20215B485 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 05/15/1987 |
| From: | Ashley G ABB IMPELL CORP. (FORMERLY IMPELL CORP.) |
| To: | |
| Shared Package | |
| ML20215B058 | List:
|
| References | |
| IM-P-010, IM-P-010-R00, IM-P-10, IM-P-10-R, NUDOCS 8706170342 | |
| Download: ML20215B485 (189) | |
Text
{{#Wiki_filter:1 > e CLARIFICATION OF IMPELL CTH DESIGN VERIFICATION CRITERIA / METHODS FOR RESOLUTION OF CYGNA AUDIT CONCERNS I ( Criteria for Single Angle Design j l i l l Prepared for: Texas Utilities Electric. Company l Prepared by: '
~t Impell Corporation 0210-040/041 IM-P-010 J
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-1M-P-010: ..
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. CONCERN: CYGNA has expressed a' concern with' regard to the: ' .-
l qualification criteria used for the design of single . f angle members frequent 1y'used as braces in the CPSES _ cable tray hangers. ' 6 BACKGROUND: .The following is the general criteria used for the qualification of single angles used in the CTH'S: ]j Project procedures specify the use of geometric axis " properties of single angle sections to formulate the stiffness -for computerized system analyses [1].
] l Stress resultants are calculated about the geometric ..
axes. . Flexural stresses are increased by a 1.2 factor to ! account for potential stress increases about the principal axes. Justification for the 1.2 factor is provided in'Impell Cal.culation M-12, Appendix F [2]. AISC allowable stress formulas .for bending do not take lateral torsional buckling of angles into consideration. However, in cable tray hanger. design. verificati.on, allowables are reduced as a function of unsupported - , 1engtn. Ar allowable bending stress of 0.6 Fy is used if l the unsupported length is shown to be 76b /(Fy) . For i cases where this unsupported length is exceeded, the -l bending allowable is reduced based on criteria documented' l in Impe11 Calculation M-22, Appendix C [3]. The radius of gyration is~ taken about the minor principal axis to determine the design compressive l stress allowables. This criteria is documented in Impe11- l Calculation M-22, Section 5.0 [3] and the'Superpost Users Manual [7]. The actual values used are contained in-Appendix B of the SUPERPOST Users Manual which contains a H listing of the properties library-(GETPROP). All of the angle sections contained in the GETPROP Library and used as structural members in the CTH's have been verified to meet the compactness requirements of AISC 1.9.1.2 [8]. > Cm, a coefficient used in the AISC interaction expression ? (1.6 .13) as an amplification factor to approximate the
. moment M+Py, is taken as 1.0 [7], unless additional justification is provided in the individual calculation.
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- DISCUSSION: The use of single angle sections as structural members in CPSES cable tray. hangers is .11mited to bracing members.
Attachment.of the: angles to other structural members is generally such that bending may be induced in the ~ d angles. However, the predominant effect;of the members on structural response is a result of their. axial, not their flexural, stiffness. The' angle members which.have been qualified to date. have~ exhibited relatively low levels of stress. A limited sample of hangers which have significant loads (i.e. any member in the hanger having. stress' interactions greater - than 0.5) has 'shown a maximum angle section~ f nteraction of 0.54 with an average of 0.22 The maximum axial
. compressive stress for the angles from that sample was- 1 0.22 with an average of_0.07 Recently, the AISC,'which is the specification used for i the design of the~CPSES CTH's,- has been working to '
develop a criteria / specification for the design of single angles which provides more appropriate guidance'and more a adequately' addresses the behavior of_ these :;ections in- I flexure as well as axial-compression. Much of this work j has been performed by consultants.to the AISC and has ! resulted from the needs of specific design' projects. :l 1 The pHncipal design recommendations resulting from this work are the following: Noted authorities such as T.V. Galambos have recomended [5] the computation of flexural stress about the geometric axes when the applied force and the' restraint at the member ends is directed along one of the angle legs, i.e., along one of the geometric axes.- This. position is substantiated by.a number of tests on angle columns conducted at Washington University [6]. This-position was also adopted by the'NRC [4] when the member is restrained at the loading points or at' the ' ends. A set of design equations which can be used to determine the allowable flexural moment for the limit state of lateral-torsional-buckling of angles have been reccomended [5] and adopted by the NRC [4] for design on a recent nuclear project. .These design equations have been compared in Figures 1 and 2 with the Impe11 criteria used at CPSES (which was developed previous to Reference
- 4) to demonstrate that the method, though.not as.
rigorous, is conservative and has adequately addressed the flexural behavior of the angle sections. 3/6
. s ZM-P-010 CONCLUSION: I Angle member qualification is not sensitive to whether principal or geometric moments of inertia are used in the ! analytical stiffnesss formulation. ' Project design verificaiton procedures recognize the i potential for lateral instability in the angle members i' and reduce bending allowables accordingly. The methodology used has been shown to be conservative'in i comparison to a more recently presented criteria. l Furthermore, the bracing angles act primarily as axial j members and flexural stresses are not significant. ]I The calculation of flexural stresses about the geometric . axes is considered appropriate. Nevertheless, a 1.2 i increase factor is applied to account for potential j stress increase about,the principal axes.
REFERENCES:
- 1. Impell Project Specific Program Hang 10 Version 20. ]
- 2. Impell Calculation M-12, Rev. 2.
- 3. Impell Calculation M-22, Rev. 5 j 4 NRC Docket No. 50-373 and 50-374,' dated August 11, 1986.
- 5. Letter from T.V. Galambos (Univ. of Minnesota) to T.G.
Longlais (Sargent and Lundy) dated January 9,1986 6 Galambos, T.V. , Usami, T. , and Trahair, N.S. ,
" Eccentrically Leaded Single Angle Columns". Research Report No.11, Washington University, Dept, of Civil and Environmental Engineering, August 1969.
- 7. AISC, " Manual of Steel Construction", 7th Edition including Supplements No.1, 2, and 3.
- 8. Impell Calculation M-22, " Automated Support Evaluation Program 'SUPERPOST' ", Rev. 5 4/6
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( I i Enclosure F l i Ebasco Letter #EB-T-3029 i i Ebasco Responses to CYGNA Cable Tray Hanger j Audit Questions of May 1, 1987-May 15, 1987 l I l i 1
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' EBASCD SERVICES INCORPORATED Two World Trade Center, New York, N Y. 10048-0752 Q
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'EB-T- 3029 i File No.: 1-C-2 i May 15, 1987 )
Mr L Nace 10 Electric P O Box 1002 Glen Rose, Texas 76043
Dear hr Nace:
f SUBJEC1: TU ELECTRIC l COMANCHE PEAK STEAM ELECTRIC STATION EBASCO RESPONSES TO CYGNA CABLE TRAY HANGER AUDIT-QUESTIONS OF HAY 1, 1987 j Attached please find, for your transmittal to CYGNA, Ebasco.' responses to questions raised by CYGNA during their April /May 1987 audit of Ebasco's Cable Iray Hanger Program. These responses address specific issues identified in CYGNA'S Cable Tray Supports Review Issues List Revision 13 dated May 8,1987, and specific questions on Ebasco C1H calculation packages. The attachments are summarized below. Attachment 1: Issue 320 - Determination of Dominant Frequency at Point of Conduit Attachment to a Cable Tray Hanger. l Attachment 2: Issue 24A - Major Axis Beeding Due to Transverse Loading. .. l Attachment 3: Issue 24F - Effective Section at Anchorages for Composite ) Members. : Attachment 4: Issue 24F - Enhancement Of COMBS Computer Program Verification l Manual. j l Attachment 5: Issue 1, 6A, 6B,10E - Nodal Point Spacing for Braces. Attachment 6: Issue 16D - Weld Base Metal Evaluation. Attachment 7: Issue 14F - Bolt Hole Oversize Statistical Study.
Il 1. Attachment 88 Responses to CYGNA Questions on Specific Calculation Packages: CTH-1-6091 CTH-1-6098 CTH-1-6097 1 RSM-1-AUX-20 CTH-1-155 CTH-1-5324 CTH-1-1888 ) CTH-1-2980 CTH-1-6089 q C1H-1-481 CTH-1-1126 RSM-1-AUX-25 Very truly yours, . J P Padalino Project Manager New York Office ] Attachment cc: 0 W Lowe (Ltr Only) D h keynerson (Ltr Only) E Alarcon (Ltr Only) J Huffett (Ltr and Att) S harrison (Ltr and Att) File: ARMS (Original Ltr & Att) i 1659m
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-i ATTACHMENT 1 !
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TV ELECTRIC COMANCHE PEAK SES - UNIT 2 ! DETERMINATION OF THE DOMINANT FREQUENCY AT ! THE POINT OF CONDUIT ATTACHMENT TO A CABLE TRAY HANGER On Comanche Peak SES Unit 2, the conduit design verification program requires that the conduit support have a minimum fundamental frequency of 14.5 Hz.
. l This requirement has been incorporated in the cable tray hanger design q verification criteria as follows:
" Cable tray hangers which support conduits must have, at the point of conduit attachment, a minimum frequency of at least 14.5 Hz in all three directions." (Reference 1, Sheet 161)
This frequency requirement is satisfied if the fundamental frequency of the j cable tray hanger is at least 14.5 Hz. When the fundamental frequency of-the .I hanger is less than 14.5 Hz, kinematic condensation is used to determine the dominant frequency at the point of conduit attachment. Kinematic condensation method is used only as a screening device to filter out low frequency modes in which the conduit mass has little participation and not to determine any frequency for direct use in the cable tray hanger analysis. The analysis of the cable tray hanger uses the full model of the hanger to determine the frequencies and applicable accelerations' to be used. l To determine the applicability of the kinematic condensation for the above screening, a comparison was made between the frequencies obtained from the , full model cable tray hanger analysis and those from the kinematic ; condensation. . Three hangers with dif ferent configurations of conduit l attachments were compared. CTH-2-10375 has a single conduit attached to a cantilever of the right post, CTH-2-11390 has two conduits attached on the . lef t post, and CTH-2-10312 has a single conduit attached to a horizontal l membe r. The hanger models are shown on Sheets 4 to 6. ; On CTH-2-10375 the analysis of the full model yielded only one mode below the ; cut-off frequency of 14.5 Hz. Sheets 7 to 9 tabulate the percentage of mass j participation at the mass point where the conduit is attached for the first - fif teen modes in the three o'rthogonal directions. Review of these sheets ; indicates that the first mode of significant participation for the conduit is j the fundamental mode (Z-direction). The frequency of this mode from the full l model without kinematic condensation is 11.2 Hz (Reference 2). When kinematic condensation is used to list only the modes with significant participation of the conduit mass, the frequency of the first mode is found to be 11.4 Hz (Reference 3). ; A similar tabulation of the full model frequency analysis is tabulated j CTH-2-11390 on Sheets 10 to 15. For this hanger, the conduits were attached 1 at two mass poin% (points 15 and 16). The first mode of significant I participation for both conduits is the fundamental mode (Z-direction). The j fundamental frequency from the full model without kinematic condensation is ' 12.7 Hz (Reference 4) while the frequency obtained f rom the kinematic condensation is 12.8 Uz (Reference 5). 1833R t
I l l .o . Sh. 2 of 22 1 l For CTil-2-10 312, tha full three dimensional frequency analysis (Reference 6) gave the funiamental frequency of 7.28 ilz (predominantly z-direction)and the l second mode frequency of 14.6 Hz (predominantly x-direction). The tabulation on Sheets 16 to 10, indicates that the conduit mass has very little pa rticipation in the ' fundamental mode (0.06% of the mass). The lowest frequency that has some participation f rom the conduit is 14.6 Hz which is above the cutoff frequency of 14.5 liz. When kinematic condensation was used to fliter out frequencies that are insignificant for the conduit mass, the l lowest frequency obtained was 33.1 Hz (Reference 7). Although the kinematic ' condensation produced satisfactory screening results, the disparity between . the significant frequoncies obtained from the two methods (14.6 Hz vs 33.1 Hz) { requires an exolanation. Review of the tables on Sheets 16 to 18, indicates that the second mode from the full model only has 16.88% of the conduit mass ; participating in the x-direction and less than 1% in other directions. The nex t mode o f signi ficant participatton from the conduit mass is the eighth mode with a f requency o f 34.5 Hz. For this mode, 71.3% of the conduit mass participates in the y tirection and 45.3% in the z-direction. The lowest frequency of 31.1 llz f rom the kinematic condensation closely matched this mode. Since the kinette energy from the conduit mass in the eighth mode is ; much higher than that In the seconi mode, the kinematic condensation reflects this more significant frequency. ; ila sei on tha above examples, the kinematic condensation method provides good results in the screening of significant modes below 14.5 liz. I The derivatJon of the formulas for the FracLlon of DUF Mass is presented on ' sheet 19. 1 1 i l l
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References:
j
- 1. Ebasco General Instructions for Cable Tray Hanger Analysis for j Comanche Peak Steam Electric Station No. 1 and 2, Revision 6. ;
- 2. PD-STRUDL Run No. 9630, 3/19/87, " COMANCHE PEAK CABLE TRAY DESIGN; 2-10375F. S1T ; 83-8" .
- 3. PD-STRUDL Run No. 8381, 3/18/87, " COMANCHE PEAK CABLE TRAY DESIGN; l 2-10375F.S2T; 83-8". l 4 PD-STRUDL Run No. 2936, 3/21/87, " COMANCHE PEAK CABLE TRAY DESIGN; 2-11390F.T".
- 5. PD-STRUDL Run No. 2270, 3/20/87, " COMANCHE PEAK CABLE TRAY DESIGN; 2-L1390F".
- 6. PD-STRUnL Run No. 9609, 3/19/87, " COMANCHE PEAK CABLE TRAY DESIGN; 2-10312F.ST; 83-4"
- 7. PD-STRUDL Run No. 1221, 3/20/87, " COMANCHE PEAK CABLE TRAY DESIGN; 1-10312F.ST1; 83-4"
- 8. NUREC/CR-1161RD, '" Recommended Revisions to Nuclear Regulatory Commission Seismic Design Criteria", U.S. Nuclear Regulatory Commissions, May 1980.
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, Sheet 19 of 22 ' DERIVATION OF Tile FORMlTLA FOR THE FRACTION OF DOF MASS Definition of Terms,
= Eigen pkn forn{ectorAmplitydgatnodalpoint t (p) and . direction - (k) mode where 'g y M (.j pkn " !
l 4 M = Mass at nodal point (p) and direction (k) pk [PF3 g = Modal participation factor in (k) direction for n mode q n
= Modal response for n mode due to (k) direction spectra Y
pkn b"'i"khresp E nse at n dal point (p), direction (k) from n mode F = Nodal force (inertia E" direction (k) f rom n{3* node force) at nodal point (p), A = Spectral acceleration for n mode Derivation of !! ass Contribution
)
Modal response: i = [PF3 di q'n= [PF3 k'n A U.) n ) , I
.1 Spatial response due to n th mode:
pkn 9 pkn n pkn pkn 9 n F pkn " "pk pkn " "pk pkn 9 n
=M L2pkn
- A pk [PF]kn n k
Y Naascongibutionat point (p) in direction (k) due to n mode is defined as g n pk
Sheet 20 of 22 l
- DERIVATION OF Tile FORMULA FOR THE FRACTICN OF DOF MASS (C
)
l l
- M"k
" N pk pkn F]kn Sum up all modes: i
}
M pk = Isi M"k p
= M pk (fl0n 7pkn [PF]kn ) l i
or . bn pkn [PFJ kn =1 ' i The fraction of mass contributed by n
- mode at nodal point (p) and direction (k) k i
pk "pk pkn kn M pk i This formula for the fraction of mass is similar to the one shown on page 32 of NUREG/CR-1161 (related pages are attached). l 1 I I
- -- - - = - ' ' ~~ ~~' "' ' '
7-,,,__.-~.___...___.- _ . - 21 4 E2 . Ward Pfe 2t. I l l l NUREGICR 1161 RD Recommended Revisions to Nuclear Regulatory Commission j Seismic Design Criteria 1 i 1 I l l j I hf anaseript Completco': December 1979 I j Date Published: hiay 1980 l
)
Prepared by D. W. Costs j Project 5f anager I.awrence Lliermore Laboratory 7000 East Avenue I,ltermore, CA 94550 - Prepared for Office H Nur'enr Regulatory Research - Dltislon of lleactor Ssfety Research U. S. Nucient Regulatory Commission Washington, D.C. 20555 NHC FIN No. A 0140 , a
7)_ - 2. l. l f EE ( nub nye 21y >, at which the' spectral accaloration roughly returns to the pack zero-parlod !.' acceleration. An SRSS combination of such modes is highly inaccurate and may be significantly unconservatived (see also the example given by R. P. Kennedy in Appendix C) . 4 i i Tha SRSS combination of trodal responses is based on the premise that peak !' modal responses are randomly phased in time. This assumption has been shown u d to be adequate throughout the majority of the frequency range for j
! i j
earthquake-type' responses. However, this premise.is invalid at frequencies approximately equal to or greater than those at which S roughly returns to l
! l
, a tha peak zero-period acceleration (ZPA)'. Phasing'of the tr.aximule'responne from ,
i i
. f p;
modes at such frequencies (roughly 33 Hz and greater for the R.G.1.60 l response spectra) will be essentially deterministic and the structure simply ,
, q '.
respondstotheirertialforcesfromthepeak2PAinapseudostaticf$shion. '!
' in ( 'l Y u '. c . d #N , ,l,' .+ . ,: !.v.*..' ; ?. . l d
, (. l ,
i The frequ,en,cy i...aboite which the SRSS procedure for the: combination of modal ' l,
.W response tends to break down 'is not well defined. : Possibly, research 'should Li o
be conducted on this point. However; it is believed that this frequency
. . . . . . .. l i t roughly corresponfis' to the frequency'
.. .. .. ,. . ,c, at' which 'ths ', spectral' accelera tion',
approxirdately ' returns to"the 2pA. I l ( y .
" I -
' . i ! !
There are several solutions to the problem of how to combine responses associated with high-frequency modes when the lower-frequency modes do not
!g l adequately define the mass content of the structure.
L i ' l o 'n.
- \ \
The following procedure appears to be ,the sirnplest and most accurate one for ! < incorporating responses associated with high frequency rnodes. i I.
- i Step 1. Determ'ine the modal responses only for those modes that have natural h !
frequencies less than that at which the spectral acceleration [ j approximately returns to the ZPA (33 Hz for the R.G. 1.60 response fI; j spectra). g, h .1 Combine such modes in accordance with current rules for the SRSS combination o'f modes.
' ( !
li Step 2. For each degree of freedom (DOF) included in the dynamic analysis, , determine the fraction of DOF mass' included in the summation of all of I the modes included in Step 1. Thir fraction F for each W i b g ! 2 , ii s
'l
,y j jpi -
q>! 31 '
l' ;! .
,, 1
. . . . - - - - "'** I
n
.c 22 g 22.
' jott'cedagl fn94 21,
. given by: .
1 M
,g- Fi=m=1 I PFmx $m,1 - .
. .o where m is each mode number i .
M. is the number. of modes included in Step 1. 1 PF m is the par'ticipation .f actor for mode m ' - N l
' $,,1 is the eigenvector value for mode m and DOF 1. . ,,
. ,;, . .. . ,. . \
Next, determine the fraction of DOF mass not included in the summation. !
- i. . .
. i of these modest ! . i .' ,
i l K g =F{-5f3 ... , , ., . . . , , i.. .i. where If is the Kronecker delta, which is one if DOF i is.in the direction of the earthquake input motion and zero if DOF i is a i i rotation or not in the direction of the earthquake input motion. I l i 5 o ,
- n . '..f c. l d ; :. / ,
If, for any DOF i the absolute value of this fraction K exceeds
.. , ,. i ,
0.1, one should include the response from higher modes with those '
' ' '~
included in Step 1. ! Step 3. Higher' modes can be adsumed to ' respond in phase witih"the ' peak ZPA'and, thus, Nith ,edch other;'lience,'these modes are combined algebraica11y', which is equivalent to' pseudo 5tatic' response'to the'lhertial'forcec~ from these higher modes excited at the ZPA. The pseudostatic inertial forces associated with"the summation of all higher modes for each DOP ' i are given by:
'4 .
Pg = ZPA x Mg xK g where. i. c, 4 ; Pg is the force or moment to be applied at DOP i M g is the mass or mass moment of inertia associated with DOF i.
. 32
a
,o. ATTACHMENT 2:
j W
- b. T U E L E.C.T:R I C ~!
COMANCHE PEAK SES-UNIT #1. j RESPONSE TO CYGNA GENERIC-QUESTIONS' RAISED AT MAY 1. 1987 AUDIT EXIT INTERVIEW . i l CYGNA QUESTION: Concerning the I calculation on the vertical 9 eccentricity ~.used to calculate the bending moment dce to the transverse lead, Cygna raised l the 'followincL ; ouestionst
. Cygna expressed concern that.for a channel . with the' !
tray succorted on i t ' s . web, the weak axis . b e nc i r ,4 ' moment--due to:the horizontal lateral: force, wi l l- be 1 underestimated: i f: calculated about the. shear cereter a axis.
. Cygna cuestioned why was the lateral' load acolie - at the bottom of .the tray. .rather than at the trav centerline, for l a tray attached.to.the flange of tne ;
channel. The aoolicat ion of the lateral load at the . bottom of.the tray.'will~ underestimate the strong axic ' ! bending induced by the lateral load. l 4 EBOCCO RESDONEE:
. In this case. the weak axis . bending is always calculated about the center of gravity axic and not the shear center.
Due to the fact that the cables insice the trav ero l concentrated at the bottom of the tray. rnost of thL 1 loads will indeed be transm.:tec at-the lower cart o' ! tne clamc. However, calculetions were mace t; cetermine the impact of the additional c e n t i rit , j due to the acclication of the load at t h t: trev cer.t er : 16e. for a worst case load. The increase i r. overall stresses were less than -2 A Ane h e r.c e ! negligible. l J i
'I
' ' ?i ATTACHMENT 3 l Mty 11, 1987' l l TU ELECTRIC COMANCHE PEAK SES RESPONSE TO CYGNA GENERIC QUESTIONS RAISED AT MAY 1,-1987 AUDIT EXIT INTERVIEW CYGNA QUESTION: For combined channel sections attached to a base angle 1 where only the channel flange adjacent to the base angle ; is welded to the base angle, CYGNA has questioned the use ' of the section's total torsional resistance in calculating the shear stresses. 3 EBASCO RESPONSE: The above configuration was modeled into a finite element STRUDL model to determine the participation of the . unwelded channel. The output attached confirms that in 1 the section immediately before the leg of the base angle, the unwelded channel of the combined section does participate in resisting the shear stresses due to torsion. It is also shown that the weld between the base angle and the channel is more critical than the shear l stresses of the combined section. Hence, if the weld is ! adequate ft this configuration, the shear due to torsion l will not exceed the allowable limits. I l 1 b i 1655m
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