ML20212F810
| ML20212F810 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 03/03/1987 |
| From: | Grimsley D NRC OFFICE OF ADMINISTRATION (ADM) |
| To: | Bauman L GOVERNMENT ACCOUNTABILITY PROJECT |
| References | |
| FOIA-87-94 NUDOCS 8703050164 | |
| Download: ML20212F810 (2) | |
Text
U.S. NUCLEAR i.E!ULATORY CIMMISSION NaC FOiA MOUEST NUMBERi$l Y9ICA-. 87 -ge/
%[*, '
/
~'
(EseONSE TYPf f[ T I
RESPONSE TO FREEDOM OF V
h*^'
M"
'*g
/
INFORMATION ACT (FOIA) REQUEST NAR 3 g
e.ee e
DOCKET NUM8ERiSi t# appkeaAri REQUESTER 3s MA
[r b M ON a PART 1.-RECORDd RELEASED OR NOT LOCATED (See checked boxes)
No agency records subject to the request have been located.
No additional agency records subtect to the request have been located.
Agency records subject to the request that are identified in Appendia S
are already available for public inspecten and copying in the NRC Pubhc Document Room, N 1717 H Street, N.W., Washington, DC.
Agency records sub oct to the request that are identded in Appendix k
are being made available for pubhc inspection and copying in the NRC Public Document l
Room,1717 N Street, N W., Washington, DC. in a folder under this FOIA number and requester name.
The nonproprietary version of the proposailst that you agreed to accept in a telephone conversaten with a member of my staff is now bemg rnade avaiable for public inspecten and coying at the NRC P,ablic Document Room,1717 H Street, N W, Washington, DC. in a folder under ths FOIA number and requester name.
Enclosed is informaton on how you may obtain access to and the charges for copying records placed in the NRC Public Document Room,1717 H Street, N.W., Washington, DC.
Agency records sub ect to the request are enclosed. Any applicable charge for copies of the records provided and payment procedures are noted in the comments section.
t Records subM to the request have been referred to another Federal *gencybes) for review and direct response to you.
In view of NRC's response to this request, no further acton is being taken on appeal letter dated PART ll.A-INFORMATION WITHHELD FROM PUBLIC DISCLOSURE Certain informaton in the requested records is bemg withheld from public disclosure pursuant to the FOIA exemptions descnbod in and for the reasons stated in Part it, sec-tions 8, C, and D. Any released porteons of the documents for which only part of the record is bemg withheld are bemg made available for pubhc inspection and Copying in the NRC Pubhc Document Room,1717 H Street, N.W., Washington, DC, in a folder under this FOIA number and requester name.
Comments t
3 l d
[
Y }\\g i At nE. DtRECTOR. D' 1 'ON OF R
$ ND RECORDS H
8703050164 870303 PDR FOIA PDR DAUMAN87-94 NRC FORM 464iPan n to est
Re:
F0! A-_ 87 - 9J/
APPENDIX [
RECORDS MAINTAINED IN THE PDR UNDER THE ABOVE REQUEST NUMB NUMBER DATE DESCRIPTION 1
os / ad86 Ltbr Sw R. Betsb%
R. vc lto u
s hyely n kleyk. e enmers4,% w;hl
- g. Yhc~u b aJ y, Te m c,,u m s)
/ syn is-22) M8% L,c:,Q g
O QC 2.
ie j 2. so Viscuss; n o-) 7 e g er s u cc, & %s o m l
NF C o Jo CbK b wqi0ns 4r
'? ',q e-3"$lorh b6 y s) m/23j?
WS4ce j^
M E W ' I'
- O ^ g )
f f
3.
y-o2 /oz'l,
Leer D-
, Ke\\\\v % 5. krsekr+
r
_ _ f" s
Qawru2! lib 1'vcver; rek44m s,,MdWeisser6nlacern W
g e m _ blw 4)'+
won - conbrm^ hoc 6
s.
oaata FeyaA=+4 d Te W 2 g s 0yg; a
a, V&d SW *C **h'* *
~ ~
T##
POU UwAdel Insjecrion Y% kr M one d Wek'<*
7, On inece:] bur-2s-iel; Iin' C2-pys) epeejam M New Nort o$icc.
o9/cqh Teicap mm.n mw msocc%
s.
hon-Ad. Webk Rt,hWi'eS
'n er i
'nSjeckbvt[nvw.
Levu no9,lchis i
, q y 4 jo,,
UNITED STATES g
NUCLEAR REGULATORY COMMISSION g
8 W ASHINGTON. D. C. 20656 August 1, 1986 Docket No. 99900509/86-01 Stone & Webster Engineering Corp.
ATTN:
R. B. Kelley, Vice President Quality Assurance Post Office Box 2325 Boston, Massachusetts 02107 Gentlemen:
This is to confirm the telephone conversation on July 29, 1986, by R. P. McIntyre of this office with R. Perry of your staff, concerning the inspection at the New York office on August 18-22, 1986.
The inspection will relate to implementation of your QA program, specifically activities being performed on the Comanche Peak project.
Your cooperation concerning this matter will be appreciated.
Sincerely, o
n _j s
Robert F. Heishman, Chief Vendor Program Branch Division of Quality Assurance, Vendor and Technical Training Center Programs Office of Inspection and Enforcement cc:
T. F. Westermar, RIV V. Noonen, NRR FoI A-8F 94 hI$
e W
)
tw suo wiv les g.P & y3,ac' )
w.o 4
e e T ct=
y se Tu sav Cw=T c%
a 9 '> V Discussion of Temperature Effects on Code ft' j
y' '.'%
Sl7F-2'f f9 7 Check Equations for Pipe Supports gu pgw s
y
/
1.0 SWEC Practice f
~
The linear pipe supports designs for the Comanche Peak Steam Electric Station (CPSES) are qualified in accordance with the allowances of the 1974 ASME III
- Code, Appendix XVII.
These equations contain coefficients which reflect the fact that the allowable strength of a structural member is a function of its geometry, Young's modulus (E),
and material yield strength, Sy.
A Temperature can /ffect the strength of a member by virtue of the fact that as the temperature increases, E and Sy decrease.
To account for this temperature effect, it is SWEC's practice to adjust Sy as a function of temperature in the code allowables. Young's modulus, E, is also adjusted with temperature where it explicitly occurs in the code equations, but where it is implicit, SWEC does not redevelop the code l
equation coefficients.
This is because for the materials used as structural members, E has only a slight variation for the temperatures 2.0 Discussion
(
A nominal value of 29x108 psi was used in the derivation of the code equation coefficients and is representative of many different steels.
i For SA36 steel at 70*F, the 1974 edition of the ASME code lists an 8608-1545405-B4 1
E value of 27.9x10s psi.
At ambient, this represents a difference of 3.8 percent from the nominal value assumed in the code equations. At a temperature of 300*F, which is slightly higher than the containment LOCA temperature, the 1974 edition of the code lists an E value for SA36 of 27.4x10s psi.
The difference between the nominal value and this value is only 5.5 percent or only 1.7 percent more than the difference which exists at ambient.
Further, more recent editions of the code provide values of 29.5x10s and 28.3x10s for E at 70*F and 300*F, respectively.. When c6mpared to the nominal value of 29.0x10s, the more recent code listed value of E at 300* for SA36 represents a variation of less than 2.5 percent.
Given below is a detailed discussion of the manner in which SWEC calculates the allowable strength of pipe support members to account for temperature effects.
In addition, a demonstration of the inherent conservatism in the basic design expressions for lateral buckling is provided.
i i
2.1 Axial Compression Appendix XVII equations for axial compression are explicitly stated in terms of E and S.
SWEC recalculates the buckling coefficients for y
higher temperatures by direct substitution using the temperature dependent material properties found in Appendix I.
I l
8608-1545405-B4 2
2.2 Major Axis Bending Open, noncompact sections subjected to bending about the major axis-must be checked for lateral torsional. buckling.
SWEC adjusts for the variation of S with temperature, but because the effect of temperature y
on E. is minimal and because of conservatisms in the lateral buckling
' design equations, SWEC does not adjust for the variation in E.
4 The governing differential equation for the lateral buckling of beams subjected to pure bending in the principal planes takes the form:
4 4
2 d9 d9 M
9=0 (1)
JG ECw d
'd EI z
z y
where:
E - elastic modulus G - shear modulus C,- warping constant J - torsional constant I - weak axis moment of inertia y
Mo - applied moment The first term in the expression accounts for the torsional stiffness of the member resulting from the flange bending about its major axis (the minor axis of the member).
This term results from " restrained i
warping" of the member at either a fixed end or an axis of symmetry.
3 8608-1545405 B4 --
t The second term includes the torsional stiffness normally associated with a member " free to warp".
?
The solution of the differential equation for torsional simple supports is given by the relation:
\\
4 2 2
- ECI
" EI JG
,"Y
+
(2)
M
=l z
(L L
Equation (2) may be written in units of stress by dividing by the 1
section modulus, S,.
42 2
m
- ECI
- EI JG wY Y
(3)
+
I a
=i z e z 2
/
( S, S,.
L' L
If the torsional constant J and warping constant Cw are expressed for an I beam in terms of their cross sectional properties and substituted into Equation (3), we obtain an expression which forms the basis for what is known as the " double formula approach".
l-
[,LO,2L (4) b 13.95 y
L z
.JdL i(#ky))
(#y"f ) l er l
i l-l i
8608-1545405-B4 4
i
y,f c.
i?a ' '-
},+
9*
.j, g'
L.
l? a i*
.i;.
[
e
_f-j-
, of Equation (4) suggests that act is the resultant of two
'1 The fouis I
,, stress components.
Hence act must. always be areater than either-2 j
coerponent.
- k
-. L y
f; 4
l, For. torsionally ; strong (thick flanged sections), the second ters N'i [,
!' predominates ord the first term may be neglected. Thus:
= Er,_,
(5) g
/
cr Ed
'y ' f _
n' f
- i. -
For torsional wes*. sections (thin flanges and webs), the first ters
- h peedomi53tes and the second term may be neglected. Hence:
-(
14E (6)
- ce
( 1 )2
~
~
r x
y i
.c Using a factor of safety of 1.67 and a modulus of elasticity for steel J. E w of 29 x 103 ksi, Equations (5) and (6) reduce to Appendix XVII formulas 7,
for checking slastic lateral buckling.
Thos:e equations are also l
l identical to those of AISC.
When checking for lateral stability, the ireater value obtained from the equations is used as a design check.
i 4 W rationale used is that this double formula approach provides a reasosblo design criteria in convenient form for office use as opposed
[
to the enore precise mathematical expression. The upper limit of stress l<'
i
'ic t opea noncompact sections is 0.6 S,.
A transition is provided f
between the elastic buckling formula provided by Equation (6) and the upper limit of 0.6 S by a parabolic transition similar to that applied i ~
y n
f l
!?
8608-1545405-B4 5
+,
.cn,
-.-.w-
. -,. - - - ~, - - -. - -. - -.,,.,
-.- -, * ~,
.m
,_..m.
19 F@3,..
C c
3 to the inelastic region for buckling when considering axial compression.
?
2.2.1 WF' shapes d
SWEC has. made comparisons of the code equations, as given, with' p..
the code equations adfusted for a temperature of 300'F, and with the more precise value given by Equation (4) calculated at 3b0*F and divided by a factor of safety of 1.67.
This was done for typical I-sections that would be used in pipe support., designs.
This comparison is shown in Table 1.
Three things should be noted from this comparison.
- First, the length for which elastic
'5 ft.
It buckling governs for these ' typical sections is over 1
would be unusual to' find a member of this length in a typical pipe support.
Second, for members 15 ft or less the limiting buckling stress is governed by 0.6 S,. This. value would be adjusted for temperature as part of the design' process.
Third, the more precise expression adj usted for temperature yields values of allowable stress equal to or greater than those resulting from the NF code check unadjusted for temperature. The difference between the code values and the code values adjusted for temperature is L
less than 5.5 percent.
2.2.2 Channel Shapes l
The tabulated results given in Table 1 shows that the code check is more than 20 percent conservative for a C8X11.5 section of l-8608-1545405-B4 6
.4 six feet when compared to the more p'recise expression. For lengths under six feet, the upper limit of 0.6 S governs. This value is y
adjusted for temperature as part of the design process.
4.2.3 Angle Shapes For the lengths permitted in the design criteria, angle shapes are governed by S.
SWEC adjusts S for temperature.
2.3 Local Buckling Local buckling equations are adjusted in Sy with temperature, but are not adjusted to account for ' the variation of rc with temperature because this variation is insignificant.
2.4 Tension or Shear The allowable strength is based on Sy which is adjusted for temperature.
3.0 Conclusion Because of the slight variation of E over the temperatures of interest and for the additional reasons stated above, SWEC believes its current practice is technically adequate and that no modification of the NF code check equations, beyond that which is already done, is necessary.
8608-1545405-B4 7
/*
i TABLE 1 Comparison of NF Code Check Equations with NF Code Check and Theoretical Equations Adjusted for Temperature l
F - kai (1) t Equation'4 "
NF Lateral 4
L at 300*F NF Lateral Buckling Code Design Value Member type and a F.S.
Buckling Check adjusted used by SWEC 4
and size (feet)
= 1.67 Code Check for 300*F at 300*F 11 33.2 30.6 (2) 28.9 (2) 19.1(2) 15 23.5 22.4 (2) 21.2 (2) 19.1(2)
W4x13 20 17.3 16.8 15.9 16.8 25 13.7 13.5 12.8 13.5 9.9 79.5 43.6 (2) 41.2 (2) 19.1(2) 20 27.5 21.6 (2) 20.4 (2) 19.1(2)
W8x31 21.9 24.4 19.7 18.6 19.7 25 20.6 17.3 16.3 17.3 4.2 46.7 26.4 (2) 24.9 (2) 19.1(2) 5 35.3 22.0 (2) 20.8 (2) 19.1(2)
C8x11.5 5.8 28.1 18.9 17.9 18.9 10 13.9 11.0 10.4 11.0 i
Notes:
1.
F = Allowable Compressive Bending Stress b
2.
Maximum code check value allowed is F = 0.6 Sy = 21.6 ksi at 70*F and 19.1 ksi at 300*F (A36' steel).
b 8608-1545405-B4 8
N$M -
8P" er" 6
N'" U ar" :
er' s
5""
W, E"!
W W'
W r
e' e'
e.
g
.:g.. - ;, _;g.... g.
g
- .;;;;p.g.;..... 25;:!$0.U?i:::C.:ijii;J i..'8 w# sic:.. + :
- hyms. ; ;.::. : :; m ira
-:. : ~
- ; =.-:;.+gy.i:,:
se-:::::,
.pt
<, ::.:::.g. p i
.Mt:: - -:.pi i:i.: ~ :?:f Oy.. :..: : -::g;;;ir-g;.g:4.*;s:.;.33:;.,,
y.g;.:[:.g:, ;g:g::t:j.:..
..:J::!:::!.;:i.
)
..g,.j,. _. j...., z:.j.;;. g ; ;; g.q..i g...g..
p,
- +.
... j, _.;
y -> :.:
gg 3 j3,
( p
,g W
=
6sg-e.c kein& _\\
g se 4
M 8.C-a respe l'b W3 skem(b rep \\{.Q lb rt>.s c c>
cn s
W60 ceuta Tc
~
r e lo u 6J-d as 6e k %
s tQ.,4 rv6co/7U h C
cae hos %4 yAsW id VPB es hvg m3 ec 6 5 cW e
a l e n a c q g1 x l
o s pe eA) e u
a Su vem PE w
STEVE swr i
m
%k Rvocs
- a. A NgR l
G~
. = _
&l3
~
ste~t :3 acesrea =cisesni%o cowoaat os f
Copy to:
ARMS (W Electric)
JCFinneran (W Electric)
JWBeck (W Electric)
JEKrechting (W Electric)
IINace (W Electric)
ICCottnsil (W Electric)
HCSctnidt (W Electric)
M Intyre (NRC-Mail Stop DlW-332)
Mr. Ellis Mirschoff February 2, 1987 011ef Vendor Program Branch (Acting)
Office of Inspection and Enforcement J.O. 15454/15616 U. S. Nuclear Regulatory Comnission Washington, D. C.
20555
Reference:
Docket No. 99900509/86-01 Docket No. 50-445/446 Your letter of January 2,1987, requested Stone & Webster Engineering Corporation (SWBC) to provide a response to the reported non-conformance.
Since the subject inspection assessed cnly SWBC activities related to the Cananche Peak Steam Electric Station (CPSES),
our client (W Electric, licensee for CPSES) has requested us to inform you that the licensee will respond to this report. 'Iheir response will reflect appropriate Stone & Webster acticns and activities to resolve the reported nonconformances.
We licensee is expected to respond to this report by March 2, 1987.
his ~ date is consistent with the exterded response date agreed to during a January 29, 1987 telephone conversation betseen your Richard P. McIntyre (Inspection Team Ieader) and our C. E. Watters.
l R. B. Kelly Vice President and Director Quality Assurance Departsnent l
- RBK/CEN:gsw n
kY
~
(J' (f
87-EA-028/EA296
Page 1 of 1 REQUALIFICATION OF PIPING AND SUPPORTS Be>J 2 W 1.
Developed Design Criteria Document (CPPP-7) d+
2.
Performed Walkdown of Piping for:
(CPPP-5) c,5 Support Location Valve Location Support Function Valve and Support Orientation 3.
Reviewed all existing reports, etc.,
to identify and develop SWEC resolution to all previously identified technical issues, questions, concerns (Generic Technical Issues Report).
4.
Performed Engineering Walkdown to identify any new technical issues or required changes to existing SWEC requalification procedures (CPPP-8).
5.
Evaluated system modes of operation, pressures, temperatures, transients, etc., to assure that they are reasonable (CPPP-10).
6.
Verified that all ASME Class 2 and 3 piping has been included within the previously developed stress package boundaries (CPPP-10).
7.
Evaluated the adequacy of previously developed ARS information.
8.
Identified fluid transient events and developed applicable fluid transient forcing functions.
9.
Perform pipe stress and support analyses (CPPP-6 and -9).
(
- 10. Develop hot functional and vibration testing procedures.
I 11.
Identify pipe break / crack postulation requirements (CPPP-20).
9% OndO NY r
db
- Cl2/':iT A L d(T 6/4(V OcwA) Ar 5,TE EqT&G M1'
- D6gr@-- LGO
$O0 hITC-g.
@v'; TON 7f sut 4 9pp
&SW r4
-rRA@edS Y ice tMED 4Ato AT1A:11uus FMg 9
S N/N N' N -
1ig. ', hT T EW rlgd ir,y, gg g,JakToJ.
c W ue-oos e o,re. / wke l
CMPK11-04:2 i
t Page 1 of 1 SWEC INVOLVEMENT - CPS 6S Requalification of Piping and Pipe Supports (DSAP IX).
3,"
All ASME Class 2 and 3 large bore piping (stress and supports)
All ASME Class 2 and 3 small bore piping subjected to significant fluid transients (stress and supports)
All high energy ASME Class 2 and 3 small bore piping (stress and supports)
'.?w9c Con ~9 <p. Figs, All ASME Class 1 supports [ Q 1
[ g Qao gg Sampling of ASME Class 2 and 3 small bore piping (stress and supports)
All non-ASME piping and supports within the large bore stress package boundaries Hot Functional and Vibration Testing Procedures and technical assistance Site Construction Support Activities related to piping and pipe supports sd sup6yce:, rete.-t Jab Ppcic 'tecA&
L4 %e
&#C - 4<xt) %fp+7.3 l gy4.q$ag
% nu
>no c.
o i tv
-6~
ppE Wpkm Ir - c3 0 ccst - S.TE o.o w r vee P-os crA STkO L.,
rIL 0 T'24 C 'Ji eg - M$
,p.y A.f c-CMPK11-04:1
e" s
3 INSPECTION PLAN FOR STONE & WEBSTER ENGINEERING NEW YORK, NEW YORK AUGUST '25-29,1986 CONTACT - CARL WATTERS (212) 290-6885 1.
INSPECTION TEAM
- R. P. McIntyre R L. 9 Ems
- P. J. Prescott
- Consultant (SMC O'Donnell)
-%C-LE.V II. PURPOSE The inspection will be conducted to review the implementation of the Stone & Webster QA program, specifically those activities relating to piping / pipe support evaluations as part of the Consnanche Peak Response Team (CPRT) Design Adequacy Program.
III. SCOPE A.
Review of QA program and its implementation on activities as part of the CPRT effort.
B.
DESIGN CONTROL 1.
Review of piping / pipe support designs and calculations for compliance to:
Design requirements as specified by the original design bases.
Requirements of Stone & Webster Engineering Assurance procedures (EAP's)
Any Design Requirements formulated specifically for the CPRT effort.
Applicable Codes and Standards, 2.
Review of Control of design interface's and coordination t
between the other Stone & Webster offices, including the site office participating in the CRPT effort.
C.
Procurement Document Control.
i l
1.
Ser/ ices with Toronto Stone & Webster office.
2.
Computer services D.
Training and Qualification of Personnel.
u
(
E.
Document Control 1.
Transfer to Comanche site and other offices.
2.
Interface with other AE's i.e., Gibbs & Hill.
F.
Audi ts.
1.
Program in place for internal audits of all participating offices, including Comanche site office.
i 1
i l
7j tz O'DONNELL & ASSOCIATES, INC.
ENGINEES/NC M.DGN O' ANAL.YSIS If.R VICES 241 CUARY HOLLOW ROAD PITTSgVRGM. PENNSYLVANIA is23e (4t al 4551300 (4ta) ess si10
~...
TELECOPIER COVER PAGE h
OATE:
2.08C47 L.PernS - MlK
%l-[M2~7286 TO:
h.
YY FROM:
Number of pages h (Including cover page)
XEROX RECElVER #295
( 412) 655-2928 VERIFY (412) 655-1200 or (412) 653-6110 TIME: SENT VERIFIED OPERATOR e
Ms ya 0\\ PetlE pa)*
m a-v A/8
~
NRC-03-86-166 TASE ORDER 40. 8 Inansetian of Stone and Vehater Eneinserine Corocration New York, New York I
i During the period 6/25/86 through 8/29/86 en inspection was made of Comanche Peak Unit i plant piping and pipe support reanalysis at Stone and Webster Engineering Corporation offices in New York, N.Y.
This was a review of work in progress.
,The purpose of the contractor's participation in this inspection was to seeist the MAC inspectors in the review of pipe support design calovlations.
This contractor's review addressed pipe support design calculations and the related project criteria and procedures.
A listing of documents examined is attached.
[
Review of P_ine Bunnart Desion Calculations Pipe support calculations were reviewed for problems designated 1.15 5 (1 1/2' safety injection systen piping) and 1.34 8 (3' and smaller reactor containment systes piping).
These are safety related ASME Code Class 1 lines which atteoh to the reactor coolant system piping.
(These support 1
.i 3i calculations had been completed and reviewed; however, scoe indicated design probless were still open and the calculations had not been j
l 2
certified. )
i
\\
.f l, 4
Except for snubbers, the supports were velded frases made of tubular steel.
A typical support vov1d consist of a box or open frame surrounding or partially surrounding the pipe.
This would be supported by a cantilever beas or a right angle bend attached to a baseplate.
The calculations for the support were largely computerized.
Structural analysis including code e
[
i.
NRC-05-84-164 stress evaluation was done with the STRUDL computer progras,. required
\\
fillet veld disensions were calculated using the SAIDUL computer progras and the adequacy of baseplate and anchor bolts was evaluated using the BAP computer progres.
With this procedure, hand calculations were only I
required for exceptional conditions such as sizing calculations for velds which were not fillet velds.
1-Particular interest was taken in relating analytical models and calculation results to the support drawings.
STRUDL computer program input listings for structural analysis and SANDUL computer progras output for veld desiGA vere checked.
Also spot checked were stiffness caleviations includinu the
,one for support No. 51-1-199-711-C41K.
The structure, veld, and baseplate i
calculation report was reviewed in detail for support No. RC-1-072-C41R.
l Cosplete listings of the computer program input were included in the calculations, but only specific portions of computer output were included.
A calculation checklist was included with each support calculation.
i Review af Pine Bunnart Dealan Criteria and Procedures
- SWtc Comanche Peak Project P'rocedures (CPPP) -6,
-7, 9 and -11 vere reviewed se well as the modifications / additions contained in the setive Project Nescrands.
Procedure CPPP-7 contains the reanalysis project design oriteria and analysis nothods for plant piping supports.
i if f The following three consents describe the negative findings from this review of plant pipe support design calculations, criteria and procedures.
3 These findings, however, have no impact on the design adequacy of the pipe I,
supports for which salculations were reviewed.
4 4.
4 s
I l-t i
i p
8
MAC 03-a4 164 G a s aa n t 1.
Procedure CPPP-7 Section 5 indicates that the finite element oosputer program ANSYS is used for the analysis of pipe support baseplates in a
conjunction with the BAP and other Svic computer prograss.
It appears that ANSYS should be identified separately as an acceptable computer prograa for I
use in the re-evaluation progras.
goament 2 The stress calculation STRUDL sodel for support RC-1-072-C41R appears to
, violate the 2* design tolerance dimension requirement of Procedure CPPP-7, paragraph 4.12.2.
This requirement is intended to account conservatively for variation of plant' dimensions by adding two inches to the components of the enveloping dimensions for the pipe support.
There does not appear to be any written guidance for the engineer to vee in incorporating the 2' tolerance in STRUDL sodel dimensions.
5 i.:
e..
Comment 3 The attached Page 27 from Attachment 4 14, Procedure CPPP-7 gives axial
..~
stiffness values for SNA 1/2 anubbers.
For one case (support No. SI-1-199-i 711-C41X) the analyst read the stiffness for cc=22' as 0.25 x los ab/in.
The correct value appears to be 0.255 a los Ib/in.
This appears to be an isolated case where small errors are facilitated by the way the plot i
l D i i vertical axis is scaled.
- I l
l d./.
0 e.
I CPPP-7 At t ac hsten t
- f. = l l 4=.
Page 27 l
- l i
i i
l a
i I
l 1
l I
I I
4 t.
j
,e l
l.., l t jl l
e l
g
... ' ~ -
f
~*
[
. :,.....s i
i l
-i 5.
i Lee m*
t l
h M. w. --n,,ig-% E -- --
{
m_..
t
,me-u m
H
".V N
. : - -.. v..
i 4 +:. ::w.::rsin eaw Wc-iii.iii#:i===.i1==ar'.E !WW.+:t. 1 tb.t
-l 1 "-l i
.j"l~j.9 1.-
!- l ' i '. *".'
i 3
an
]
4 g i. l
.i-
.. i..
i
. :.. l. a. -l t.
l....! j. i.. i. i.l.. -
A;!
..i.
i- } -
- 1. I I :
l.: I umi y
i f.en...
..... +
=. t. n;a -w;; :
+ i.n:l:,.::..-
.:;.o :c..:.:t..ete./
i;,7 %. :
t.:.
...i.l.:.i.
i 9 ;l.4f
,g 5grdf; i.....p.
. s.2 a.p,.-.:.q.:..
j
]
)
i.-
y ::
..l I/
23(
m 1
i i
m e
> a j
t.. j
. i,.. l.
.4.:
. :. - l.
g i.
%N i
. ;i. t.. s -l t
..;::.- l t.-l
- l :.
- . l f:
~
i
.i I I
I LR DIA !
i.
i tt 't i
I' I
l
! 4 OlA I
l
/
\\
+
i (I
- : j
..i
- l ;.al j f.i l
.1
[
l j
1 p
i i :! '.
.i
'l f
l*
l l
- l l
t
{
i.
l l.
.;.l..
l l
l s
i w
! i t
I:
t l
I J
1 l
i I
i:
Ia 1I I
__i l :
- +,
.-l
- i i
e 1
I1 I
I i.
E i*l l
l t
l l
l
.i i
4 e
-.h l
ym 8
i I
i i
M...
. */
O i
+
, 3
.4 l
i 1-l l
i I
i i
i i
l l
i-l l
l l
I l
I i
~ _
l_
i :
t l
l j
I!
.t i
gr l
.l l i i 4
l
")
i I:
i /..
'.)
r I l
l l
a l
a b-b.4[n G P4 I t e
t l
g a
L l
4 I.
I
.i
- i. j..!.. l I
I l
l t
t O_
le 20
$D 40 50 60 FIGURE 23: 871FFNEl$ VALUE8 FOR COMBINATION OF SNU34ER. REAR BRACly,T AND cime ron sm-is l
L c=r-s 22,,
L..-.-
- - ~
A.
A
_-...a.aA
.a.,.am-A J
m44__
_._-__aA
____hn.,A-_m,..4a...
,s._m m._uaw
.., > -ma--
4_
.4.-_
m
~
s 3
-e h
3 l'
't t
., e
.i D'
t s i
M Ag g i
t D)h s
.h.1 e
N
.7 Q $- -i i
-Q
~~
~
~
~ ~~~
~
- e n e p 4
n=
! !!I g q q w t!
q 4
! T O 4 h
k u b g ;
I l:' N i Y d E d i 3d ]k 4
i s es s 1
m 2
ll a
o n e
s e
l
{
I t
t a
'l b
b h i
(
"ll d
}l N.
Y p
h A
s%
a.
i 1 <J sl i
II w
m k,
D d d
\\
IE 3: 4 l
l lsEE n
u
[,'
e y r"
g 5
E INUM I
PERSONS CONTACTED A b'lt* b'r-Company (fu,, e Da tes 6V2 7 - 2 7
' Dotket/ Report No. $'Q WSC9/6hs/
insoector f a, ra,. <. a Page= of
}
NM((Pfesse Print)
TITI.if Please Print)
J a,.,, < ' C K. - -..
- 6' n!?N %d % <--
ORGAN!IAT10NfPlease Sw < c. -
awo - +
(A d y a.o
.Cly v., dra.-
rwsc
- rs 73:,
[/M kseoat~-
4... n.-
.n"k c.
-r~c w
y I
e e
o e 48 6 g
9 m
O l
T i
o 4
e, i
e i
n i
I l
4 O
4 3
.