ML20209C495

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Forwards 830929 Transmittal of Info from Rl Cloud Assoc Re AISC I-6 & M-9 Concerning Buckling Issue in Sser 18
ML20209C495
Person / Time
Site: 05000000, Diablo Canyon
Issue date: 10/03/1983
From: Schierling H
Office of Nuclear Reactor Regulation
To:
Office of Nuclear Reactor Regulation
Shared Package
ML20209B155 List:
References
FOIA-86-151 NUDOCS 8310180107
Download: ML20209C495 (9)
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Text

_

DISTRIBUTION Documint Control 50-275,32J PRC System f

LB#3 Reading OCT 3 1983 "E :" r" ^; -

JLee

-Attorney, OELD 110TE TO: Files FRG4:

Hans Schierling, Project Manager Licensing Branch No. 3 Division of Licensing

SUBJECT:

TRANSMITTAL OF IllFORMATION FROM RLCA ON DIABLO CAtiYON The following information was received by the Diablo Canyon Project Mar.ager on September 30, 1983:

Transmittal of infonnation (8 pages) from R. L. Cloud Associates dated September 29, 1983 (AISC, I-6 and M-9 concerning buckling issue in SSER 18)

Ori inal signed by:

f Hans Schierling Hans Schierling, Project Manager Licensing Branch No. 3 Division of Licensing cc:

P. T. Kuo M. Hartzman

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'c ROBERT L. CLOUD F

AND ASSOCIATES,INC.

I 125 UNIVERSITY AVENUE BERKELEY CA 94710 (415) 841-9296 LETTER OF TRANSMITTAL TO Nuclear Regulatory Comission DATE Septenber 29, 1983 7920 Norfolk Avenue SUB J ECT SER Open Item Bethesda, MD 20114 ATTN Mr. H. Schierling #

PROJECT IDVP PROJECT NUMBER P105-4 Transmitted herewith is/are the following:

AISC, I-6 and M-9 concerning the buckling issue.

This material was requested by M. Hart 2 man as part of the.

regulatory process.

cc: W. Cooper Via: Hand Delivery Mail Federal Express X

Robert Cloud Associates By l

Oc P inkruck:e n X-G DfABLO CANYON UNfTS 1 & 2 DATE: 4/22/83 FILE No. 146.08 i

B.31.1 ALLOWABLE STRESSES PAGE 1 of 22 LOAD LOAD LOAD LOAD CASE CASE CASE CASE DESCRIPTION I

II III IV Tension, KSI 10.15 12.09

'26.10 34.80 Bending, KSI 10.09 12.07 26.10 32.71 Shear, KSI 6.72 8.05 15.06 15.06 smaller of smaller of Compression, KSI

.58 Fa

.694 Fa 2/3 Fcr or 2/3 Fcr or 1.5 Fa 1.2 Fy i

Tension or Compression Per AISC Sec 1.6 Combined with Bending

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Bearing, KSI 15.08 18.12 N/R N/R l

Weld, KSI 9.50 11.38 19.57 21.29 TEMPERATURE:

120*F i

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MATERIAL:

Fy: 29.0 KSI Fu: 74.2 KSI l

ASTM A-376 Gr. TP 304, TP 316 ASTM A-312 Gr. TP 304, TP 316 ASTM A-240 Gr. TP 304 WELD ELECTRODE: E308-16 NOTES:

1 1 Stress listed is the allowable at the throat of the weld.

In no case should the strtss at the leg of the weld exceed the allowable shear stress of the base metal.

0110A/0044A

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<lg E-DIABLO CANYON UNITS 1 & 2 DATE: 4/22/G3 FILE No. 146.08 B.31.1 ALLOWABLE STRESSES PAGE 9 of 22 LOAD LOAD LOAD LOAD DESCRIPTION CASE CASE CASE CASE I

II III

!Y Tension, XSI 10.8 12.9 27.9 37.2 Bending, XSI 10.8 12.9 27.9 35.0 Shear, XSI 7.2 8.6 16.1 16.1 Smaller of Smaller of Compression, KSI

.58Fa

.694Fa 2/3 Fcr or 2/3 Fcr or 1.5 Fa 1.2 Fy Tension or Compression PER AISC SEC 1.6 Combined with Bending Bearing, X'SI 16.1 19.4 NOT REQUIRED Weld, XSI 10.18 12.16 20.9 22.77 l

TEMPERATURE: 300*F Fy: 31.0 KSI MATERIAL:

Fu: 60.0 XSI ASTM A53 Gr. B ASTM A106 Gr. B ASTM ASIS Gr. 65 ASTM A516 Gr. 65 WELD ELECTRODE: E70 NOTES:

Stress listed is the allowable at the throat of the weld.

In no case 1.

should the stress at the leg of the weld exceed the allowable snear stress of the base metal.

0110A/0044A

OcP Insk s o, y, DIJBLO GNYON UNITS 1 12 DATE: 4/22/83 FILE No. 146.08 8.31.1 ALLOWABLE STRESSES PAGE 13 of 22

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LOAD LOAD LOAD LMD DESCRIPTION CASE CASE CASE CASE I

II III

!Y Tension, KSI 12.37 14.74 31.82 39.87 Bending, KSI 12.30 14.72 31.82 39.88 Shear, KSI 8.20 9.81 18,37 18.37 smaller of smaller of Compression, KSI

.58 Fa

.694 Fa 2/3 Fcr or 2/3 Fcr or 1.5 Fa 1.2 Fy Tension or Compression Per AISC See 1.6 Combined vith Bending Bearing, KSI 18.38 22.10 N/R N/R Weld, KSI 9.45 11.34 23.86 25.97 I

l I

l TEMPERATURE:

120*F Fy: 35.36 KSI MATERIAL:

Fu: 56.96 KSI ASTM A-36 ASTM A-500 Gr. 8 WELD ELECTRODE: E70 NOTES:

1 Stress listed is the allowable at the throat of the weld.

In no case should the stress at the leg of the weld exceed the allowable shear stress of the base metal.

0110A/0044A

DCM No. M-9, Rev. 8 File No.146.20 Page 17 of 60 TABLE 5.1 (Ref. 2)

LOAD CASE (FROM SECTION 5.1)

STRESS 1

2 3

4 Tension 0.35 Fy 0.417 Fy 0.9 Fy Least of 1.2 Fy or 0.7 Fu Shear O.58 Fv 0.694 FY 1.44 Fv 1.44 Fv Compression 0.58 Fa 0.694 Fa Smaller of 2/3 Smaller of 2/3 Fcr Fcr or 1.5 Fa or 1.2 Fy Bending 0.58 Fb 0.694 Fb 1.5 Fb 1.88 Fb Bearing 0.52 Fy 0.625 Fy Not Applicable Not Applicable r

i NOTES:

1.

Nomenclature for allowable values are from Part 5 of the AISC Steel Construction Manual, Seventh Edition except as follows:

Fcr - Critical buckling strength per Euler equation 2.

Minimum yield strengths (Fy) shall be taken at the supported pipes maximum operating temperature for pipe attachments.

3.

Stresses shall be cambined as in Section 1.6 of the AISC Manual of Steel Construction substituting the allowable stresses of this table with the appropriate allowable values from the manual.

D 0177B/0107P-16

DOM Nc. M-9, Rev. 8 File No.146.20 Page 18 of 60 FIGURE 5-1 BOUNDARY B (AISC) s M

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BOUNDARY I

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SOUNDARY A ELEVATION 4

(SNUBBER) elevAviON TT (MANGERI BOUNDARY A

BOUNDARY, B(AISC)

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eOUNDARYA A

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(AISC)

(TWO WAY RESTRAINTS)

BOUNDMY B (AISC)

I B31.1 or 131.7 jurisdiction of elements attached to the boundary l

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DCM No. M-9, Rev. 8 i

File No. 146.20 Page 16 of 60 i

5.1. 4 When determining pipe support allowable stresses for k

supports inside the containment, a temperature of 3000F should be used.

For the balance of the plant, a temperature of 1200F should be used.

5.2 Stresses for the portion of the support within the Code Jurisdictional Boundary of B31.1 or 831.7 shall not exceed the appropriate maximum values shown in Table 5-1 unless special refined analysis is used in which case the allowable stresses presented in Table 5-1 are not appropriate.

5.2.1 The portion of the support within the Code Jurisdicti.nal Boundary of AISC shall be in accordance with 7th Edition of the AISC Manual of Steel Construction.

5.2.2 The definition of jurisdictional boundaries shall be as shown in Figure 5-1.

5.3 Stresses for a code break anchor shall not exceed the allowable stresses for load case 4 of Table 5-1 only.

For the portion of a code break anchor within the code jurisdictional boundary of AISC, stresses shall not exceed the value of 1.33 times the calculated AISC allowables.

5.4 For allowable loads on springs, snubbers, other purchased support components and pipe clamp and T-shoe assemblies, refer to piping instruction I-6.

5.5 Allowable stresses for angles shall be limited to 12.6 ksi regardless of the loading combination, unless the unsymetrical bending effects ha've been properly considered; in which case, the allowable stress shall be limited to AISC allowables.

All moment carrying angles shall be braced such that L/t.5 270 where "L" is-the distance between lateral supports and "t" is the angle's thickness (Ref. 7).

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E60S or E70S electrodes used in the ga s metal.nre process shall con-1.5.1.3.2 On t he gross section of axiaHy loaded conyeression members is,sm 1o Ihe S;weilication for Mild Stect Electrodes for Gas Metal. Arc Weldirg, when Kl/r exceeds Ca:

AWS A518, latest cohtion, or the prov'inions of Sect.1.17.3; EGOT or E70T 12s'E

's cln tro.les uw.I in the flux cured-are process shall conform to the Speci/ica-F. " gg, (1.5-2) som for Alsid Steel Electrodes for Rux-Cored-Arc Welding, AWS AS.20, lasest eilition, or the provisions of Sect.1.17.3.

1.5.1.3.3 On the gross section of axially loaded bracing anut secondary hl.muf.u.turer's certification shall constitute sullicient evidence of con-members, when l/r exceeds 120':

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formity with the specificattions.

F., = F. (by Formula (1.5-1) or (1.'6-2))

(I.5-3) g SECTION 1.5 ALLOWAHLE STRESSES

  • 1.6 200r -

Emiert as provided in Sects. 1.6,1.7,1.10,1.11 and in Part 2, all com-1.5.1.3.4 On the gnius area of plate girder stiffeners:

t ments of the structure shall be so prolmrtioned that the stress, in kips to 3.tuare inch. shall not exceed the following values, except as they are I

F. - 0.60F, soun.leil oII in Appendix A.

1.5.1.3.5 On the web of rolled shapes at the toe of the fillet (crippling, 1.5.1 Structural Steel see Sect.1.10.10):

1.5.1.1 Tension F. - 0.75F, On the net section, except at pin holes:

1.5.1.4 Bending F, = 0.G0F" 1.5.1.4.1 Tension and compression on extreme fibers of compact hot-but not more than 0.5 times the minimum tensile strength of the steel.

roHed or built-up inembers (except hybrid girders and members of A514 e in t ho net section.at pin holes in eyebars, pin-connected plates or built-steel) symmetrical nhout, and loaded in, the plane of their minor axis und up members:

meeting the requirements of this section:

F, 0.45F' F,= 0.66F, 1'or tension on threaded parts see Table 1.5.2.1.

In order to qualify under th.is sect. ion a member must meet the foHow.mg 1.5.1.2 Shear

, requi.ements:

On the gross section:

F - 0.40F, a.

The flunges shall be continuously connected to the web or webs.

tThe gross section of roHed and fabricated shapes may he taken as

.b'-

h.

The width. thickness ratio of unstiffenerl projecting elements of ahe the pnuluct of the overall' depth and the thickness of the web. See Sect.

A compression flange, as deimed in Sect. I.9.1.1, shah not exceed I.Io b r redmiion required for thin webs. For discussion of high shear stress 52.2/ VF,.

within hoimdaries of rigid connections of members whose. webs lie in a c.

The width. thickness ratio of stiffened elements of the emnpression

- flange, as defined in Sect. I.9.2.I, shall not exceed 190/ VF,.

nmunon plane, see Commentary Sect.1.5.1.2.)

d.

The depth. thickness ratio of the web or webs shall not exceed the 1.5.I.3 Conn pression value 1.5.l.3.1 On the gross sertion of axially loaded compression members w hen NI r, t he largest ellective stenderness ratio of uny unbraccel segment as d/t = 412 fl - 2.33 b VF, t 1.5-4 )

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.h smcil in Sert. l.8, is less than (*,:

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F, 3 - (Kl/r)

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except that it need not he less ilum 257/VF,.

Q I',e The compression flangu shall be supported talerally at intervals e.

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20.000 b

F, -

(l.5-I) not to exceed 7&oli /VF* nor(d/A g}F, 5

at Kl/r) _ (Kl/r)*

f 3.S gge gg.,

Except for hybrid girders and members of A511 steel, heams aml girders

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" J.t a 2R imchuling members designed on the basis of composite action) which meet 4

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y the resguirements of stili-lienreigraphs an, le, c, il assul e eilwave.isul are con-y linuous over supports or are rigially framed to cohmms by means of rivets,

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