ML20081B813
| ML20081B813 | |
| Person / Time | |
|---|---|
| Site: | Diablo Canyon  |
| Issue date: | 03/05/1984 |
| From: | Leppke M, Oman R, Tresler M PACIFIC GAS & ELECTRIC CO. |
| To: | |
| Shared Package | |
| ML20081B795 | List: |
| References | |
| NUDOCS 8403120012 | |
| Download: ML20081B813 (58) | |
Text
{{#Wiki_filter:- - - UNITED STATES OF AMERICA NUCLEAR REGULATORY COMMISSION BEFORE THE ATOMIC SAFETY AND LICENSING APPEAL BOARD
)
In the Matter of' ) Docket Nos. 50-275
) 50-323 PACIFIC GAS AND ELECTRIC )
COMPANY ) Design Quality Assurance
)
(Diablo Canyon Nuclear Power ) Plant, Units 1 and 2) )
)
HISTORY OF ONSITE ENGINEERING SMALL BORE PIPING PROGRAM DESCRIPIION AFFIDAVIT OF M. TRESLER, R. OMAN, AND M. LEPPKE STATE OF CALIFORNIA )
) ss.
CITY AND COUKTY OF SAN ) FRANCISCO ) The above being duly sworn, depose and say: I, Michael R. Tresler, an Assistant to the Unit 1 Project Engineer for the Diablo Canyon Project. I, Robert G. Onan, an an Assistant Project Engineer for the Diablo Canyon Project, and from August,1982 to October,1983 acted as Onsite Project Engineer at Diablo. I, Myron E. Leppke, an Onsite Project Engineer for the Diablo Canyon Project. 8403120012 840306 ~I-PDR ADOCK 05000275 O PDR
ONSITE ENGINEERING
- 1. In the early 1970s, the design and location of small bore pipe supports was dictated by design standards produced by the PGandE Mechanical and Nuclear Engineering Departnent. These standards provided information for location and spacing of pipe supports and standard support details.
Pullman Power Products detailed and installed s pports as dictated by these standards. Early in the construction process, it was found that the standard support details often required modifications to facilitate installation. Because the majority of modifications were minor in nature, Mechanical and Nuclear Engineering delegated design authority to General Construction for approval of minor modifications to these details, providing the original design intent was maintained.
- 2. Initially, this work load required only one to two engineers. Eventually it increased so that approximately five engineers were involved in this effort. Engineering also delegated authority to General Construction to
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approve minor changes to large bore pi, ping hangers provided the intent of the original design was naintained, and Mechanical and Nuclear Engineering personnel perfomed reviews to verify that the changes were properly l inplemented. The minor changes made to all of the large bore piping hangers were reviewed as part of the as-built hanger review, and compatibility with existing engineering calculations or reanalysis was performed. This review was dictated by the quality assurance procedures and the Engineering Manual Procedures 3.6, 3.6 ON, and 3.7.
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- 3. In early 1980, the combination of the large and small bore design !
adjustment activities required approximately 20 engineers. In addition, approximately 20 to 25 drafters were added to the organization to assenble final support as-built configurations. In early 1982, the decision was made to establish this group as a part of the Engineering Department. Thus, on April 19, 1982 this organization, temed the Onsite Engineering Group (OSEG), was placed under the technical direction of the Mechanical and Nuclear Engineering Department, specifically, Mr. M. R. Tresler, Diablo Canyon Piping Coordinator. Mr. M. E. Leppke was placed in charge of the group at the site. Effective April 19, 1982, OSEG began operating in accordance with the Engineering Department Manual. The change is detailed in the attached letter, (Exhibit 1). Mr. Leppke actually assuned his position in mid-March, prior to issuance of this letter.
- 4. In September 1982, Project Engineer's Instruction PEI-9 (Exhibit 2) was issued, which further detailed the requirenents of this group's activities. It changed supervisory respor.siblity to the Project Engineer and established the Onsite Project Engineer position which was filled by i Mr. R. G. Onan. It established the Onsite Project Engineering Group (OPEG) as a multi-discipline engineering group which was located at the
-jobsite and served as an extension of the Hone Office Project Engineering l Group in San Francisco. OPEG operated under the sane procedures and I criteria as Hone Office Engineering. OPEG was conprised of representatives and lead engineers fron each of the major discipline groups of the Diablo Canyon Project: civil, mechanical, electrical, instrumentation, and piping, and included representatives of project quality assurance and quality engineering.
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- 5. One of the major tasks assignad to OPEG was design and, in the case of Unit 1, reverification of, small bore piping. The small bore verification effort was assigned to OPEG because (1) DCP small bore pipe design had historically been done onsite, (2) onsite work facilitated field confimation of the in:talled conditions of the plant, and (3) onsite work facilitated checking the feasibility of proposed modifications in such a way that the physical impact to other plant installations would be mininized.
- 6. The size of OPEG grew from approximately 20 people in August 1982 to a peak of approximately 270 in the Spring of 1983. At the peak, the group was comprised as follows:
Approximate Nunber Type Function i 6 Civil Engineers Design 6 Mechanical Engineers Design
- 5 Electrical Engineers Design 2 Instrumentation Engineers Design 20 Administration Clerical, typing i
' 30 Drafting Drafting 60 Walkdown Engineers Walkdown and feasioility checks in support of Hone Office engineering 20 Pipe Support Engineers Units 1 and 2 pipe support design tolerance classification teans 85 Pipe Support Engineers Small bore piping ! support design i 40 Piping Stress Engineers Sna11 bore piping stress l engineering l-
- 7. Design of small bore piping relies upon seismic spectra inputs developed by the Civil discipline and piping thermal medes developed by the I
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l l Mechanical discipline, and the seismic and thermal anchor movements ! l (SAM / TAM) of large bore piping to which the small bore piping connect. l Ordinarily, smc11 bore piping design is delayed until all these other inputs are received. The Project recognized that sone schedule advantages could be gained by parallel preliminary analysis of small bore piping, with final analysis after the other inputs were received.
- 8. Late in 1982, OPEG Management was planning for the staffing requirenents for the entire year of 1983. It was then anticipated that an increase in personnel for the small bore piping effort would be required comencing in November 1982, building to a peak in April 1983, and subsiding to a minimum work force in nid-year 1983 when the work for Unit 1 was scheduled to be conpleted and Unit 1 personnel would be available for transfer to Unit 2. .( Exhibits 3 and 4). To accomplish this temporary demand for personnel, we relied upon the hiring of job shoppers and egency people like Mr. Stokes..
- 9. In approximately November of 1982, OPEG started to increase its personnel in support of the start of the significant work in the small bore
- reverification effort for Unit 1. Mr. Stokes was anong the first pipe i support designers hired to facilitate this manpower buildup and arrived early in of November 1982. By January of 1983, the pipe support group
! reached the size of about 35 pipe support engineers. Through February 1983, this group worked entirely on the Unit 1 small bore piping reverification effort. Unit 2 small bore design anfvities began in March,1983.
- 10. In order to ensure proper management of the small bore design activities l l
for the two Units, separate teans within OPEG were established in March, 1983. This facilitated independent management, scheduling, production, and control of the work for the two units and facilitated coordination with the two independent Unit 1 and Unit 2 project teans in San Francisco. Separation also prevented internixing of calculations, calculation files, and support drawings.
- 11. Engineering personnel to staff the two separate pipe support groups cane from both newly hired individuals and from the existing OPEG personnel.
'The basic consideration in establishing the makeup of the two separate teans was to provide each with an essentially equivalent nix of new assignees, engineers with more project experience and supervisory personnel such that each project would be supported equally. At the time of the division, the four supervisors who were to be the principal leadership in the new Unit 1 and Unit 2 organizational structure held discussions to establish which of the more experienced engineers were to be assigned with the newer engineers in each of the squads of the new organization. Contrary to Mr. Stokes' clain, there was no discussion or consideration of any factor other than as discussed above in the assignment of personnel to the two teans. The Unit 1 effort through this t
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period of time continued reverification and finalization of piping stress and pipe support calculations as the necessary input data was finalized for such items as seismic spectra, themal modes, SAM and TAM. The Unit 2 effort was directed primarily to original design because design and construction of Unit 2 was not as advanced as Unit 1.
- 12. Another responsibility of OPEG, which was developed in Decenber 1983, involved the creation of a pipe support design tolerance clarification tean (PSDTC). Engineers in this team worked directly with construction engineers and Pullman Power Products crafts in resolving construction difficulties in the installation of pipe supports, both large and small bore, in order to minimize delay. There was a tean of engineers located at each unit.
- 13. In June of 1983, Mr. Stokes volunteered for assignment to the Unit 2 pipe support design tolerance clarification tean.
- 14. 'In August 1983, Mr. Stokes came forward with concerns regarding welding, the spacing of expansion anchors, and the use of angle members in design of supports. These were submitted by Mr. Stokes in handwritten form on August 12 and August 16,1983 (Exhibit 5). In August and September, the concerns that Mr. Stokes raised were reviewed and a determination was made that the concerns did not amount to discrepant situations or, in the case of the welding issue which was already under review by the Project, that there was a resolution for proper acceptance of previously installed welds
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I through an as-built procedure, (Exhibits 6, 7, 8 and 9). The Discrepancy Reports (DRs) were assigned DR numbers and typed in October,1983. (Exhibits 7, 8 and 9).
- 15. In carrying out previously established personnel staffing plans, a force ranking was made in May, June, and July,1983 by the support group leaders to establish the relative standing of engineers based on assessnent of work performance. That ranking was not intended to indicate unsatisfactory performance but rather, the relative standing within the group. When the manpower reduction was undertaken, this force ranking was used as one guideline for detemining the order of engineers to be separated. Mr. Stokes' standing in that force ranking was in the botton third of his group.
- 16. As an additional guideline for detemination of the order of separation, employment status was considered. A decision was made to reduce manpower cost by releasing agency personnel first. This was not related to level l
of perfomance but rather to economic considerations. Agency enployees are generally more expensive than pemanent or casual enployees. i Generally, a premiun is paid for agency employees largely in compensation 1 for the uncertain nature of their enployment duration. Use of agency personnel is a commn industry practice to acconnodate rapid adjustnents in manpower level in response to changing schedule priorities, and the uncertain nature of their employment is understood by those so employed to l l- be one of the conditions of their assignment. l l l . --
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- 17. The force reduction of OPEG began in June of 1983, from a total pipe support group manpower level of 104 engineers. Fifteen engineers were i l
released in June and July, 9 engineers in August and September, and M: , Stokes was one of the 3 engineers released effective October 14 at which l 1 time the total reduction had reached 27 pipe support engineers and the l group manpower level was at 77 pipe support engineers.
.18. Contrary to Mr. Stokes' allsgations, his release was not precipitated by his submittal nf three Discrepancy Reports but was part of the planned force reduction that took place in OPEG, (Exhibits 3 and 4). While we cannot state with certainty that the earlier reductions in force of June and July caused Mr. Stokes to draft his three DRs in August,1983, in attenpt to obtain job security, we are certain that Mr. Stokes was aware ,
that a reduction in force was taking place and that there was a likelihood - that the end of his employment was drawing near.
- 19. Project engineering procedures governing the use of Discrepancy Reports (DR), as well as-Nonconformance Reports (NCR), are contained in the Engineering Manual Procedures. Training on the Engineerfr3 Manual is required of all engineering personnel shortly af ter assignnent to the '
i I project. This training includes indoctrination in the purpose and use of DRs as well as NCRs. Project training records indicate that Mr. Stokes attended this training on November 8,1982, shortly after his arrival onsite. NCRs are addressed in Engineering Manual Procedure 9.1 and the DRs are addressed in Engineering Manual Procedure 10.1.
- 20. These procedures provide that any individual, who may or may not be an employee.of Engineering, can identify a potential discrepancy and bring the matter to the attention of the responsible Engineering Department group leader or supervisor. The supervisor is responsible for n
detemining, after investigation, whether the identifie! N#.NCY J. LEMASTER Y
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COPY i Exhibit No.1 MGhMIchL & EUCIERE WGIMERIBG { N COMETEDCTIM 1.21 riant Site Design of Fiping and ripe supports - otable camrom April 19, 1982 NESSES: C. E. MAIFIltID M. E. TERSLER f R. D. ETZLER M. 3. IEPPEE I The General Construction Department is performing design work as assigned by letter of delegation from the par hanical & Wuclear Engineering Department. go improve technical direction of design efforts, insure consistent engineering practices and increase the scope of work which amy bo ledarsted at the plant site, the Mechanical a nuclear Engineering Department will reassunut responsibility 26, 1982. for all Design Class I piping and pipe support activities effective April All design will be performed as dictated by the Engineering Department [ Manual and implementing procedures.
% e on-site Engineering Group will be supple-mented by placing the majority of General Construction parsonnel currently assigned to piping support design work under the direct sqpervision of Mechan'. cal and Nuclear k Engineering. Work will be assigned, f.irected and controlled by Mr. M. E. ImpP e, reporting to Mr. M. R. Tresler, Diablo Canyon Piping coordinator.
Generei construction will continue to provide administrative control for personnel on their payroll and they will continue to provide facility and supply sup; ort for the group. Rese responsibilities will continue under the supervision of Mr. R. D. Etrier. OR3 tid. SIGt;ED D7 ORZSid. SiMED :l
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- Exhibit No. 2 ;
DM M PRQJECT NRUCTIM E 9 Paga 1 cf 5 Revision No. 0 Effective Date: 9/17/82
' ONS11E PROJECT ENGINEERING Gt0UP APPPD/ED: A PROJECT nat, UNIT 1 fM/k 31E
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&~ f%e2 dA2 PRQJECT JiNGlfo:.tx UNIT 2 DATE v ,
1.0 PURPOSE a h is procedure establishes the organization of the Onsite Project , hgineering Grou) at the Diablo Canyon jobsite and describes its r duties, responsi311 ties, and authority. , 3 2.0 SCOPE
- h is procedure app' ties to all Unit 1 and Unit 2 engineering work o performed at the jobsite by the Onsite Project %gineering Group.
V 3.0 RESPONSIBILITIES o 3.1 De Onsite Project Engineering Group (OPEG) is an extension a of the home office project engineering organization. OPEG's basic functions are to expedite resolution of ineering design problans for Construction and Startup, to , expeditiously issue limited design changes to the field organization where hcnne office guidelines and directives permit. 3.2 h e OPEG is composed of an Onsite Project Engineer (OPE), an
' Onsite Assistant Project Engineer (OAPE), lead discipline ergineers assigned on an as-needed basis by the Project r
D gineer, and various engineers needed to accomplish the i assigned scope of work. 3.3 % e Onsite Project Engineer is the Project Engineer's ( representative in the field. He is the Onsite Project i t hgineering Group tean leader who provides cverall coordination, guidance, and administrative supervision to the group, 3.4 D e Onsite Assistant Project h gtneer is responsible for t overall coordination, guidance, and administrative l supervision of the OPEG in the absence of the OPE. His l primary responsibility is to control the engineering work of the OPEC for Unit 1. However, he can be used as needed for j thit 2 work and has SIMD Project hgineer signature I authority as designated by the OPE. 3.5 D e lead discipline engineers are jobsite representatives for the Home Office Engineering Group Supervisors (EGSS). Although a&ninistrative direction is provided to than by the Onsite Project Dgineer, technical direction and, to a certain extent, scope of work are provided by the hcare office EGSS.
IN!r!1tDCTIGi NO. 9 DIABLD CANYON FRMET Pag 2 2 cf 5 i Revision No. O Effective Date: 9/17/82 I
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Unless directed otherwise by the Home Office EGSS, the lead i discipline engineers are tcsponsible for determining whether a proposed design change can be initiated, reviewed and approved by la the group, or if it should be forwarded to the ! cme office engineerig group for resolution. , I In general, all proposed design changes should be coordinated with ! e the SMt0 EGSS to evaluate possible offects of field changes on Snio i
-- work. Changes to systems, structures, and c %.wents important to safety (i.e., those associated with the reactor coolant pressure 1 boundary, systems required for safe shutdown, or systems rec.uired
- to mitigate the consequences of postulated accidents) should be O diecussed with Sato EGSS to evaluate whether or not any required design modifications would be more expeditiously accomplished in o the hane office due to effects on design criteria, positions on 9r Regulatory Guides, licensim cannitments, and off-project chief engineer design review comutments. D ose changes involving FSAR C revisions, procurment actions, significant vencor interface or which affect Design Verification shall be accoglished by Project g
Engineering. l . 3.6 Specific responsibilities of the Onsite Project Engineering Group include, but are not limited to, the following: 3.6.1 Assist in the evaluation of piping and pipe support i I modifiestions. W is includes walkdown to verify as-built pi ping and pipe support configurations and l ' to verify t w installation feasibility of any proposed modifications. l Issue pipe support designs for small pipe and 3.6.2 approve pipe support modifications for large or small pipe as required. 3.6.3 Review and aaprove Design Oqe PSquests (DCR's) and Design C unge Notices (DCN s) for design cinanges , falling within the guidelines of Section 3.5. All
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ICN's shall be issued with sketches attached, in accordance with Engineering Manual Procedure 3.6 or 3.6 ON. Sketches shall be incorporated into drawings and issued by Sato. 3,6.4 Resolve problems related to design modifications identified on Plant Modification Followers (PMF's) i and DCR's/DCN's when determined to be within the guidelines of Section 3.5 3.6.5 Resolve Diablo Problems (DP's) issued by Construction /Startu) and issue DCN's as appropriate when determined to ie within the guidelines of Section 3.5. l .-- .. ----
DIABID CANYON PRO SCT INmtDCTICM 10. 9 Paga 3 of 5 Revision No. O Effective Date: 9/17/82 ( 3.6.6 For those design changes determined to be outside
- the guidelines of Section 3.5, review the associated DP's ,DCN's, DCR's, Action Request Transmittals e (ART's) and PMF's for completeness in terms of problem definition prior to forwarding to Snio '
S Project Engineering for resolution. 7 3.6.7 Provide representation to the Systens Interaction ,
- Progran (SIP) walkdown tean to assist in the definition of potential problems as designated by 2
the }kane Office EGS; snd assist in providing design fixes to problems identified by DCR, ART, or PMF O when determined to be within the guidelines of Section 3.5. i O y 3.6.8 Provide general liaison between PG&E/Bechtel Engineering /Startup personnel in the field and SEE0 o personnel on matters that pertain to engineering. O 3.6.9 Represent Project Engineering at Plant Staff Review Comnittee meetings, as required. ' 3.6.10 Provide input to SH O for weekly and monthly Engineering Progress Reports. 4.0 PROCEDURES i 4.1 General 4.1.1 Copies of any DCN's issued by the Onsite Project Engineering Group shall be forwarded to SM10 for review. In addition, any clarification of design requirements or technical direction of a significant nature to Construction or Startup shall be appropriately docunented and distributed. 4.1.2 Snio Engineering shall review each DCN for concurrence, but Construction or Startup does not require SM O concurrence prior to proceeding with the OPEG approved design or design modifications. However, Unit 1 modifications shall not be inplemented until all necessary requirements of the operating license for design changes are met. In the event that the SMiG does not concur with the direction provided therein, Project & gineering shall notify the (FE inmediately and resolve any problems. Any design docunents issued will be revised, reissued or cancelled as appropriate. l
DIAND CANYGi FIWECT INSBUCTIN NO. 9 Pagi 4 cf 5 Revision No. 0 Effective Date: 9/17/82 f 4.2 Jobsite Initisted Design Osanges 4.2.1 Design of piping and piping supports, and design modifications produced by the OPEG shall be in accordance N with the a>plicable sections of the following docunents as
& atgnented '>elow:
O - Project Procedures Manual, Diablo Canyca Project I
- Engineering Manual, Engineering Departrent Pacific Gas &
4 Electric O - MENE Piping Group Controlled Procedures, y Instruction & Criteria C'
- Project Engineer's Instructions Manual
' 4.2.2 DCR's, DCN's, DP's, and ART's requiring Engineering action shall be screened to the criteria of Section 3.5 to determine which ones could be more expeditiously empleted by the group in the field.
4.2.3 Ftsnbers for DQi's/DCR's initiated by the group shall be obtained by calling the PG&E Project Coordination Section. 4.2.4 Upon design empletion, the applicable doctanent will be signed off as follows:
- Imad Discipline Engineer for Discipline Group l
' Supervisor.
- Onsite Project Engineer or Onsite Assistant Project Engineer for Project Engineer.
4.2.5 After signing, copies of the doctanents including doctanentation of discussion with SENO shall be forwarded to Project Enginering for action as applicable. 4.2.6 Original copies of Unit 1 DCR's/DCN's issued by the OPE that fall outside the PSRC guidelines for supports and as-builts shall be forwarded to the Plant Manager for acceptance and work assiganent. Original co>ies of Unit 2 Dat's/DCN's issued by the OPEG shall n sent to GC for implanentation. l
_ _ _ . ~ . _ _ _.. _ INSIRUCTIQi NO. 9 51AMD CANYON FIGECT Faga 5 cf 5 Revision No. 0 Effective Date: 9/17/82 i 4.2.7 The OPEG shall keep SFHO 8CS apprised at-all times of the coordination and implementation status of any DCR's/DCN's initiated or issued by the for tracking es purposes.
- 4.3 Signature Authority 4.3.1 'Ibe Onsite Project Engineer and the Onsite Assistant
!T Project Engineer have the authorization to sign for o the Project Engineer in all matters related to I Engineering as delegated by this Instruction.
Copies of all items signed by the OPE or O@E shall
- be forwarded to the Project Engineer, o
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w. v,- O O t "'6't "o 3 INTEROFFICE MEMORANDUM Diablo CanyonProject PACIFIC GAS AND ELECTRIC COMPANY BECHTEL POWER CORPORATION T8 S. Bhat Date April 1, 1983 Fmm R.G. Oman F'de No. 927 of Onsite Project Engineerind sut>iect Non-Manual Manpower Estimate At Jobsite uten e 3507 As per your request, OPEG is forwarding the estimate of non-manual to go manpower as of April 1, 1983. I l
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R.G. O=an Onsite Project Engineer JJ/RG0/ln . Reply Requested: No ec: G.H. Moore w/a G.V. Cranston w/a J.D. Ju=per w/a M.E. Leppka w/a l J. Shryock w/a l 9 t MMS-OO7g. r
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o o Exhibit No. 4 INTEROFFICE MEMORANDUM Diablo CanyonProject ' PACIFIC GAS AND ELECTRIC COMPANY l BECHTEL POWER CORPORATION i To S. Bnat . om July 25, 1983 From R. G. Oman Fae No. 927~ o' Onsite Project Engineering suvci Non-Manual Manpower Estimate at Jobsite Emensen 3507 In response to the recent request of July 12, 1983, attached is the forecast estimate of total OPEG non-manual manpower as of July 1,1983. N4/V\ R. G. , an Onsite Project Engineer RGO:kms Reply Requested: No , cc: G. H. Moore w/a G. V. Cranston w/a J. W. Shryock w/a P. Snooks w/a J. Leahy w/a MMS - C II 8
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.a.**.=.=.r -.. . ;..T_p ..= === c=r.::o2 se;: : : ' ( )( ) . ( > < )( )_( ) * ?=.c::= or. ? u:-(s): bU?! o 8/-nueis /b.?n- / !.2 / cz:A:_ A :::: Amczp: ?/#S SAMA'7- de:r/de/ EvGm. w.ed- . _ _.-.....~ f.;.. 1/. pp s.,.e m. i s.m. _. .= .., . ~ U . 5:5:23 (::D'./LC:\..a): //AlbNSO 6 'dfin/" CF /-Ns.lSS ' l . . ..-e, .>_. _. _. .. s. J. .tfg 7.e). sc.m -- 7- /. c /.d. ./ ,f e Disc?.??Auct: MAoY Aw2 .kirnw.a'r uten 70 AMAD Pff SV/r%CT s%'sRs=.D 7 ;4 F J A' G 7/M n1 /EWf?E" )~cd Ard4'f.N /W AllceuA-fLf f5Ju%.t&- f77rgg 's'h h ht=nt' A7 . d &. . ?to?os:D A =:cs: $!B's /t?!n7df%.S* GbML.D Af /VfDD/FVED b- - 7 bC KIN 6- cd Af.M/Nfr- kT' Bn: tics-l. demor/C9on l.'D urt$ k 6cm/$ N/$ At'SC o/ ' YC #17s.jA-st.E d3' JDw& .f77- @~ / f.'.TW .ev ~ A-AfD /N7'M&w C//M7oN.'T TCVCr0e . r s:iIrnID cc:TIncN: . / , Initiated by: / / # w Date: I [3-- ' Approved by: Date: AC7.0::S T/J'r:: C.05ID A;;;pved by: Date: t. Cc:cu
- Date:
Chief. I:;ineering Quality Control 5C17 required if ir.iziated by IQO.' m m -w a>->mn,sp.p.-y--Tt+q tp -g-3.. --e..-ga P' 4 V =c, qg .yg. w -.+ve-u g.g.,s. g -. ..x..- . .- . .~ .~. . _ . . _ _ . . # # e 1 033037 INTEROFFICE MEMORANDbM Diablo CanyonProject PACIFIC GAS AND ELECTRIC COMPANY ' BECHTEL POWER CORPORATION g H.R. Tresler c. September 28, 1983 ,, , J.K. McCall %, 52.3.6 Civil Engineering DR on Expansion Anchor * ~ Spacing, Shell Type Anchor 45/23/B34 8-1414
- 1. The attached DR initiated by Charles St'okes on August 9,1983 questioned the use of spacing in accordance with DCM-M9 for shell anchors of 10 times the normal size of the bolt while manuf acturers specify 10 times hole size as the minimum spacing.
- 2. Discussion of the effect of this difference follows:
' ~ Theanchorlengthforshellancior's'iPhillipsandHilti)isinall ~ a. cases less than $d (d-nominal diameter). Appendix B of ACl 349 specifies that the areas to be considered for reduction due to .- - - overlapping are 45* sloping cones starting at the enter of the base of the anchor. Based'on this criteria there would be no reduction required for a spacing of 10d (nominal).
- b. In 1962 Doberne and Eigenson, Counsulting Engineers of North Hollywood, performed a series of tests on Phillips Red Head concrete anchors to determine the effects of spacing on pullout capacities. The reported results showed no decrease for 10d on " diameter anchors and 9.14d for 7/8" diameter anchors. Raduction of spacing by a factor of 2 only reduced the capacity by 20 percent. This reduction is small co= pared .
to the factor of safety used.
- 3. Reco=mendation l
Accept as is the spacing regoirements of DCM-9. f J! K. McCAll, k Ch' JracC/EEEpstein:dnl Raply Requested: No Attach:ent ec: CVCranston G1-Noore 'anY.ite (DNI.003] .,__.__,e. , Exhibft No. 8 . . . Proesdure .10.1 < + Attech=ent A Page J ef 1 PACITIC CAS AND ILICIRIC CO)2A3 , IN01h7. IRING DEPART.":;T DISCF2PANCY REPORT Control Number (3) () - (~Q)(3) (3)-(3) PROJECT OR PIJJ:T(S): Diablo Canven Unit No.' I & 2 ORGAN!!ATION AITICIID: Pipe Support Design Engineering INDIVIDUAL P.ISPONSIILI FOR RISOLUTIOS: G.V.Cranston Proj ect Eng. Weld Design, Insta11atien & Insnection SUIJICT (ITEM / ACTIVITY): -
- .:.: u: NC,.S:
AWS, AISC, M-9, Pull =an Weld Proceedures DISC?IPANCY: See attached sheets (5) FRO?CSID AC 105: l'.ake necessary changes in Design Guides and ISD M3 and Pull =an '.; eld Proceedures to bring the: up to AUS reccire=e.ts for pre-oualified partial & full nenetration welds. ' I"iEDr!.ID CO:2LITION: / / Initiated by: / f Date: /0 fO Approved by: [ g fL Date: /0!7!PS i o ACTIO"S T!IEN: The Diablo Canyon Project has no co:-itment to observe welding rec;uire=ents of AUS. The issues identified by this discrepancy report duplicate an investigation conducted by General Construction (continue on Page 5 Cf C~.CSID .....,3.,.a.,.. W yW . Da a: /0 , c,3 3 r-Crtur*/ff Dire:__ /t>b)$9 Chiai. In;ineering Ocal:.ty !.c~. trol #/ .... .....a a <r -a . < , s . . . .e w..-~~ .- - - - _ - . . - - ., - ~ - - . - . . .~ , 1 DIJE.D PK)3ID:S CIECENING kET.D DESIGC, DRAhTNG DOCIFETATION, DCSIAIIATION RO QC IISPECI1ON. C.C. S'IOKES,10/4/83-Rewritten frun 7/5/83 paper.
- 1. FIARE BEVEL AtD FLARE-V GROOVE NET.DS DESIG4 t
Bechtel San Francis:o office-Per Dan Curtis by phone AWS table 2.3.1.4 applied to radius of tube steel obtained frcan table in a paper , entitled "A Designers Gui6e to Welded Joints" written by: Mark Michaels of maximn outside corner r'adii ' table' 3.3' . Note: The word maxinazn radii. This is not good engineering practice. Tne conservative approach dictates that the mini-n:n radii be used to , ensure the safety of the weld joint. It should also be noted that Mark Michaels paper on the design of welded joints has, to my kncwledge never been app:tued 'oy the E.gineering Depart:nent and issued as a control doo- ' u nnt to engineering for use on Diablo Canyon. Bechtel Site-Per a handbook supplied by the tube ranufactures institute, all tubing manufactured in the U.S.A'. is rade or rolled with a radius of 2t to 3t for all. sizes. Eaving asst:ned 2t to be the riri==, all calculations were made to AKS. table 2.3.1.4 using 2t = R. Per site $nvestigations, Jeff Van Kla penburg, Ken Palmer and myself disexwered'sczne tubing on site (Diablo Canyon) has a mininn:n radius . of 1 t. Therefore, all welds of this type per this design grous are not
- conservative.
Westinghouse-Through review of drawings issued, their designs are also in ouestion. i
- 2.
- P.U:IIAL Ato n:LL PENEIRA"' ION GROOVE KEIDS DESIGN _
Bechtel San Francisco-Per drawings su= plied to field, ve.j m few if any are designed oprrectly. Symbols indicate ccr:plete joint welds. This is true for al] joints requiring preparation. No angle for prep-aration has been indicated and it is not obvious that the designer is
- l aware cf the rdrd=nzn joint recairements per NG 2.3.12 and Fig. 2.10.1.
Eoever, on joints created by natural iniersection of 2 rebers, it is ci7tious .that the joint in many cases is a partial oer EG and ret a f..11 pe etration weld due to angle createc by in arsec-Ag re-bars being to snil for a full oenetratien weld to be rade. . . . . . _ . ~ _ _ _ , --.s.- . . - . . . . . - . e / . P e / 'f c.,a? G f'En/ '* /- - - 7 & E3 .
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- 43==9 s&eo -.6L, f.is., p c.
n w a es f r a _.:q &.4 <w.=.v, .Z~ n,A dd ., '4e. ,:< ,a.-soJ,- s- .a . w<wn swe & Mn <<e '= / , w n + ,i --
- .-.f .=. ~=. F '=: m :. m '. // c ,~.,,,.l... ,a lm
- b ey' idb-/r t/ ; Is) /" NU-cw" ffc:::= .fr.: =:eer{~ s
/+<4 A ,=/=='=r &2#7~n'e m r'-s si o r Sd .nL4csA.~. ace ai,7a % 'X , ,e in.Jw'd ,nr ldepsse /.a' s.f 7%e ;4 <c.14ee 7G < . w . w.ius- " My& 5regsses rk& ad /~ /L-d,a 4 .a & .c .c snsy,,4 .- m, a f - n. ~ d A > Kr u.=d 4~ avm ,, +ys s- '"= 't-y2 v s/ h-7ad;4L-f yc: S Qe.,- . A i .s e . sac r=<r'- ~ i" r esb n's w f.-- + Q,,a/ - o / s / 4 s. ' i.v.ste=d=e> dtMe 2.* w -ci~ d' p /.L- o,,,./ ,.vy :.., ,,, , 6 .+ p 4 6<~d A ~.t .u ~ . ,. cc. o.,,. 5ad ~ z M.a ces.ou,- c- -J /%.- .:5':~D M3 t~ s e ,v r'de .ss=. :9- f.! //.:=,.c.;--&.g/ . Me meH.c/ . m .e w r.< ,, ... , S . a f e.r ts s LI .r.v <: '/n - .--..~..:. - . e. # e w . . ...L/ _/ #l . Y y /?:e sys- M- J~ d d=to 223 , no 4,na'r6-~ arc / e d. u 5 l h r STl:st.htr44 3 % L oe '57tdF pj,y :c,s./ k,-J . ,C( i;v.'5 # we4-- Aftm !i r .D7a'Cr./rW nag.- Jo* # / /3' 6 1e Me sre=e'. &M,+ a s is l- .Ts Gw u-3, of O x is .3? j'.e .- S = P , 6= k nJ- Ie d%rs~'~"' 7H. .e a- e.J /M.c E e J,/,d. N5o nfox r w .~. f. Hb: a.ikV . y cc.o ./Mrk AxL~4 la !-4 wm r:d.2 .9 f Je M & , /7' % 6 := Sfswe ~a' .1-7;Ae' = . C .:d5- % m jtae% J S' M s-/ /A%c, @,.' . Zf , -- . a . .x - - . ~--_ ._ ._.._._ -_. [ Prge 2 - Bechtel Site-one group +as tried to co ply with NG. reg.:irements in i designating both,S and E per .2.1.3 ar.d 2.10.3.1 table 2.10.3 and Fig. 2.10.1 and the included dihedral angle either on preparation ur by natural creation cf nn:.bers 'intersec-:ing. However, Pu11ran QC have centinually refused to check weld per. call out because ISD dees not prcxide them with a procedure . fo performing verification. They have recuired tha (E) effective throat call out to te rem wed. EstingYouse-See ccNtents for Bechtel, San Francisco.
- 3. .SEC JOINT l"* T kHDS DISIGf Bechtel San Francisco-Per drawings supplied to field and continued use cf fillet all around call out instead of a specific call out adjusting
.ne lec size,for the dihedral angle adjesm ent. It's cbvious that the - r dihed al angle has rot been considered in the joint design or if it was, is was dora incorrect 1'y.- bechtel Site-one group has tried to be consistent in adjusting the ' -inner and outer fillet leg size based on dihedral angle so that the effective -- -t'iost on 'all sides is thi sce. This allcus the joint to be analyzed as th$ ugh it is an eg.nl leg fillet a11 around 7 with only a leg adjustrent to cb-2.in this when wided. Tnis is sham on drawing, so construction only has to rake what is s%:n and not interpret @at is shom using a table @.ich a is rc: usm11y at hand. . Ne'stinhouse-See Bechtel San Francisco. *
- 1. RPS EEVEL AND IUIC-V GRCOVE KIIDS DRWING REPPSSCIATION s
Bechtel San Franciscc-Ko partial welds have been shcun since S(E) lave been cr-itted. NG 2~.1.3 ard 2.10.3.1 and 2.10.3 state that (S) groove weld 6e-rh and (E) effective t'roat shall be specified on shop or w::rking drecings. Tne hanger drawings sent to the field are hath shop and working dradr.gs. 'Also, M-9 states t' rat only pre %ralified joints should be used on D K o Canyon. Many inranagecent contend that this job is not ocvered by MG ',. code. :f.cever,'yn9 states that it is governed by AISC 7th, Ed.. In AISO se;=ica on wided joints, p"e 4-131, pa ag aph 4, AISC states that srall
- deviations are possible per N.. ~1e and'other joint fer=s and welding prc-esdre: ray be e =1oyed p_wided tN 7ee tested and q.:alified in accordance with MG 'D1.'l-72. 7.,eref cre, Diablo iu gu.J: red by NG D1.1-72.
b [ w' S- =g.-. - . - - - ...- - _..- - . 1 .- Prg2, 3 CORRECT DW6. REPRESENTAT10N L k S(E))( sce)k FLARE BENEL FL ARE -V S= Radius of tube E= Effective Tnroat per table 2.3.1.4 AWS Bechtel Site-one grcrg has ccrolied with call outs abcn.e. However, Pullran OC per E5D 223 have recuired the remental of S (E) frm all drawings. This was because the ESD does not provide a procedure for them to use to verify the welds ateve. Tne sy:rbols left, after renoval of S (E) indica *a full penetration welds even though, QC states this is not the case. Westinghcrase-See Bechtel San Francisco.
- 2. PARTIAL AND FUIL PECIPATION GCXNE 'EIDS DRMCOG REPRESECATION Bechtel San Franciscx>-No partial welds are shown since S(E) call outs have been cnitted along w-ith preparation angle. Prirary keld used is bevel.
Now indicated Per AWS this i,s a full penetration weld. N 1 Should show i SCE) -<l\ With censideration given to AWS section 2.3.1.3 in specifing S(E) and Bechtel Site-One g:.crg on site has tried to ccrply with the above call out per NG 2.3.1.3. However, they have.neet continuef resistance frcn OC in that the weld specs used fer installation were written fer piping per NG chapter 10, Fig.10.13.1.1A is 37h* differs frcm the prep angles for stru:rral . steel specified in Tig. 2.9.1 anf 2.10.1, stich usually indicate a nini: r. an le of 45 *. = - = - -w. x.4:=. a .:2 L 1 =-. = - s - Page 4 e . . r n. Westinghouse-See Bechtel San Francisco Cmments.
- 3. SWED JOINT FILIET EI.DS DR%'ING REPRESENTATION Bechtel San Francisco-Per N awings are sh%m as fillet all around for all angles. : Per AKS fillets are limited to a mininsrn dihedral angle
; of 60' and a maxannrn external dihedral angle of 135*. All fillet rade beyond these angles are consi6ered partial penetration welds since AWS - recuires a reduction of effective throat of 1/8" when angle is less than t 60* and greater than 45* and h" reduction when less than 45* but greater than 30*. 30* is the mininn:n dihedral angle for structural steel except tuce steel which has a mini::tzn angle of 15*. Per ESD 223 the leg is adjusted for dihedral angle but no 5.ncrease has been added to account for throat re-J duction required by design resulting in adequate effective throats per AISC - and AWS. 6 Bechtel Site-One group has ce!.sidered dihedral angle. To facilitate design, . joint was sized assuming a constant effective throat size. After sizing effective throat requirenents then using dihedral angle the 2 non 90* < sides were adjusted so that the installed effective throats would be correct *per cesign. . Fillets are not called out kten dihedral" angles are less than 60*. -Partial penetration welds are stxmm. 1)2) 3) INSGIIATION AND QC INSPECTION All installation has been rada per Pullran's weld procedures. Per .a' copy obtained frcrn Pullran QC of these procedures. Tnese procedures as -written state that they are for the. installation of pipe and pipe attach: rents. .No mention is rade,of their use in installation of pipe supports. All prep angles and joint details are written for pipe, no notes or modifications are -indicated for their use in installing pioe support steel. QC has been supplied - with these procedures and ESD 223 to inspect pipe support welds. They have been supplied no in'o mation as to the correct installation of pre-qualified " ;jcints per AISC or AXS. Furtherrze, per ESD.223, they have been instructed to check sme weld joints and not others. A joint formed by. flare-bevel or flare-v welds on all sides.such as , 2 tubes crossing does not require checking and per ESD 223 when the size of a ' flare-bevel or flare-v is sha:n, the nethod of weld reasre ent per ESD 223 coes nct supply the effective threa er any dimension stich can be used to de e=.ine the effective threat. a + 6- s v ~ e 1a ,-e, ,- ,ge, .~ - ,- e ---r-v ,- +-g n-~se < --.,-w w - . .- -y - - n- ~ - -- _ _ P;ge 5 Per attachneiit I of ESD 223, no liritation are iniicated for stru:-eral er tche steel dihedral angles. NG gives the rim::n.:n dihedral angle 30* for struceral and 15* for tube steel. Also no throat increase is included to ccx:pensate for required throat reductions based on dihedral angle per NG 2.3.1.3. Per attachnent J of ESD 223, of what use is the rneasurement of S ? Per NG unless.S=R. R= Radius of tube, E can not be deterInined through use of table '2.3.1.4. Also upon review of this attachment and table of traxi.c.:n radii of tube steel in paper by Mark Michaels, it can be shown that table J was and is based upon the Irannun radius and not the mininun resulting in a non-conservative design. ACTICS TAT.EN: and Engineer. The resolution of this issue was senitored by Project QA. See chron Ko's 023208, 024230, 031964 and 033851 plus attached QA " Work plan and log" sheets in which no discrepancy was noted. 6 A . . - ~ . _ u.....__.. - e * , (~L $' ht if,Q j. ', s*.'OTIK Pi.AN AND LOG 1 J2e NUMet A 2 PL meOD #Mou 10 3 A55eGr.t D Qat ] f 5 2,2o 6 21 Tc, 7-s.35 . __5. ul. C A2soA>
- 4. iT E M N O. 1, 5 ACTIVITY I 6. R E F E R E NCE tSt l 8 DATE Ct/PT 6
I * '1. hasToetnG AcTit/ml - DEGsG d' N_hc.)f- AM 1TLE!]D . A Al AL'lSts G P.DM.SEC.C. d.7.o Re.tf. d c.MTidOE .O7 MoutToitidG PcTtt/iT'/ - PRE"AQE/t/'A D i Pi RESPord5ES To />.f-gad J4EOT AdDtT oi= 'A n @AD1A SECJ .d1.7_/2Et/,5~ cocTiDJL % m,i sTof? r Or, Ac. Tit /iTY - 6tt.otrJ O P otJ ME/.Ao H ci7 erd 1570% PATED 6:> - lO -Ts~b - $ADM.SE .C./d$,(. l26t/I.lcocTiOJe t!OTE. REFER TO ABOVE ITEtA NUMBER WHEN MAKING ADDITIONAL COMMENTS BELOW
- o. 7. COMMENTS ON ITEMS ABOVE: *
#1. Lb TRR 01% T r> 2 Yn R E tat GA n Wl-/ a C<
3 .6a. _ e 4 - (p_ m l l t%~l'- - 4 & " 10$ ,'2 l NOTE: REFER 'J ABOVE ITEM NUMBER WHEN MAKING ADDtTIONAL COMMENTS BE LOW I
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'A 7. COMMENTS ON ITEMS ABOVE: ,
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Exhibit No. 9 Procedure 10.1
~ Attachment A Page 1 of 1 PACIFIC GAS AND ELECTRIC COMPANY ENGINEERING DEPARTMENT DISCREPANCY PIPORT Control Number
() () - ([4 () ()-()
Diablo Canyon Unit 1&2 PROJECT OR PLANT (S):
Pe upport Design Eng h eerug ORGANIZATION AFTECTED:
G.V.Cranston Proj ect Engineer INDIVIDUAL RESPONSI3LE FOR RESOLUTION:
Unbraced Length of Angles SU3 JECT (ITEM / ACTIVITY):
AISC 7th edition hetion 1.5.1.4.6b See attached underli:wl
REFERENCES:
copy of AISC. Many angle zesbers used to build pipe supports exceed the DISCREPANCY:
- =axi=u= length f or which the allowable bending stress may be taken as .6(Fy)
These se=bers should be modified by boxing or bracing at FROPOSED, ACTION: critical compression points to cc: ply with AISC or the allowable bending scress reduced and Interaction Equations reverified. SCF.EDULED COMPLETION: , Initiated by: ./ .A _. Date: /d f [8 / /r - Approved by: /f[ _df v Date: /0/7/73 '
/I ACTIONS TAKEN: A list of 18 supports identified bv C. Stokes as discretant were evaluated for bendine stres s and all f m -M *a ha e - a- s k' a '= cod ---
Si?SS 3.10.1 Rev 0. This procedure =akes use of mathe=a tical (see oace 2) CLOSET Approved by: I - \AM Date: /0 D Centur*hl/ Date:///7/ff Chief, Engineering Quality Control '/
.~, . _ _ . _ _ _ _
,-,--n-...-.-
~
expressions providing more exact esti=ates of buckling strength see commoentary on paragraph H 1.5.1.4.6 in A I.Sp manual. See attached
. excerpts of A I.S.C code and letter P. Schurer.
e 9 e b
+
e
**. e 4 en e
i. l P i e e b g-i f j.
.- < -- - , , . . . . . , - . . - . _ , . - - - -_ _ . _ _ . . . _ , - . _ - - , - -- ..-.._ .- - ..,,i,_.- . . . - _ . . _ . . . , - - - - . - . . . . . . . _ . - . .
. m _t. _ _ _ _ _ _ _ . _ _ _ . . - _ _ . .
~ .
Sma wul b:ic m- hu br.;s s. se:.! in :he gas r:e:rJ.are process snal! con. 1.*.1.0.0 On the gross section of 'My Iozded :--- ressi:n members ..i .:W E.'az:reder ier Gas .VetrJ-A rt Waian::. ..nen Ki r e:eeec.s C,:
- o prwisions of Sect.1.17.3; EEOT or ETOT d.= crocess shali cor. form ts the Specitica. gg "~
_i r-(1.5 2) for I"a.:. Cored. Arc Welding, AWS As.20, F. = 23W
- r.f Sect.1.17.3.
1.5.1.2.3 On the smss section of asiaDy loaded braci=g and secondary n sh2J consuture sui 5cient evidence of con. . members, when ter exceeds 120*: -- s--- -- F., , F. (by Formula (1.5-1) or (1.5-2D f1.5-3)
- STRESSES' 2.6 -
- 4. 1.6. 1.7. 1.10, 1.11 and in Part 2. all com-be so proportioned that the stress, in kips 1.5.1.3.4 On the smes area of plate girder s:ifeners:
to the icilowing values. except as tney are F. - 0.60F, 1.5.1.3.5 On the web of rolled shapes at the toe of the 62et :enppiing, see See:,1.10.10):
- t ;in hiles: -
F. - 0.75F, d 1.5.1.4 Ben ding F, = 0.60F' TY A.- 1.5.1.4.1 Tecsion and compression on extreme 6bers of compact bot-t "-%um tensile strength of the steei. roi'ed or built-up members axeept hybrid girders and members of A514 cs in sysca:s..pm. connected plates or cuilt. s: eel syzn=e:: cal about, and leaded in, the plane of their =imor asis a:d meet:ng the rfquirements of this section: ta see Table 1.5.2.1. *~ ' In order to qualify under this section a me=ber must meet *.he followi=r re:;uir==ests: c = 0.40F,
- c. The flanges shall be continuously connec:ed to the web er webs.
i ami fabricated th:::;es msv be taken as '
- b. The width. thickness ratio of utstifened projec:ing elements of the a Ec the thickness of the web. Se.e Sect. ce=presjs on "snge, as dedned in Sect. 1.9.1.1. snal! not exceed n ws e s. For discuss:en cir'irh shear stress 52.2. VF,.
ne:fons of memoe s whose wees lie in a c. The width. thickness ratio of stifened elements of the compression See:.1.5.1.2. i -
!!cge. as desned in Sect.1.9.2.1. shall not exceed 190 V F,.
The depth-thickness ratio of the web or webs shall not exceed the '.', value
- irn ef axially icaded cem;tessicn me:: bers
.snce ness ra:io of:nv un=rsced segment as S
he. f _ d.t - 412 1 - 2.33 f. ! V T, (1.5-41 C.- F. / .
'~
K! r t'l enen: that it neec not be less than 257 s'5
.t Na -
Tne cornpression d:. ge shall be supper:ed Litera"y at intervsis
- r '
~.. ! ..L 1 -
2e:.000 2 ;~- _ .;. . . .:: :: e ceed 70.05 V F nor
. ..,. ga. inc.
E..:.c ::: nv::- . ;:-:e s 2.d members of A514 stee'. :en s and gi-.iers
,, , ,-j 1
. ... . umbe s es:r .ed on tae basis of comoosite :c::on whie. meet
.r , c- : .wrements of suo.r :rs; :phs a, b, c. d and e aoove and are con.
mncM vaiuer fer v n c. : sces ,f ste*: rw. ase R :s am u un.:ty.
.n.
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Sne:ur.i 5:end for Bud.iings . s . 3
- reocr:icned ist 82,3 of the negan. ve . 510 x IO*C,
.A. . en : ; nh:rn are mar.i=u.m at poista of r.- ) $ 7' ers. th2 --":um positive moment
- sg::ive moments. This red crion 7, ,1~0 x 10'C. ,.
.cading on castilevers. If *.he nega. (if77):
d]y fr med to the bea.m or girder, the 2.,
'.cr.l. g the column for the combined Or wnen the compression fange is solid and approximately rectangular in crosweetion and its area is not less than that of the tensson dange hst .n> stress. f.. due to any con.
n:t exceed 0.15F.. E, 12 x 10'C* i,.rd::s and members of A514 steed (1.5 7) id/A' , 1.5.1.4.1. except that 6,,'22., exceeds .In :he foregt.ing, may be dwsigned on the basis of an
! - riistance between cross-sections traced agai=st twist or lateral disciacement c.f the compression fa=ge (1.5-5 r-
- mdius of gyrsti n of a section compr: sing the compression f ange
.014 [\ 2:./M V7'
;ius one.thi*.i of the compression web ares, taken aoout an ax:s m the pia.e of the web i:n on enreme 5bers of doubly. A. - are: ci the compression fange meeting the recuirements of See:. C. - 1. 5 - 1.05 .'M. 'M.) - 0.3 f af,, M:) . but not more than 2.3 .
best cbout their =inor axes iexcept where M. is the smaller and M, the larger bending moment at the i squa.r2 bars; and solid rectangular encs of the unbraced length, taken about the strong axis of the member, and where Mi M:. the ratio of end moments,is positive 57, wnen M and M. have the same sign reverse curvature nending; sad negative wnen they are of opposite signs. single curvature en cn Gnre=)e ,bers of box. type bencing;, When the bending moment at any coint 37:h:n an
- rga cr web n,. . .ctn. thickness ratio unbraced length i.s larger than that at both ends of this length, the 1.5.2.4.1 but does conicrm to the value of C. sha.D be taken as unity. C. shall also be taken as
=pressisn fanee :.s braced laterauy unity in computing the value of F., and F., to be used m. Fcrmu!:
a the t:2:sverse dis. nce out-to<>u.. ,, 1.6..i a i. See Sect. 1.10 for further n...=uution in plate gircer
, ange stress. ;0F, _ , .
For hybrid plate girde s. F, for For._ul:s ':.54a; and >1,g. is the s of f;n:ra:,: embers not covered in , yield s:ress of the compression fange. Formula 41.5 7) scall not apply to hynric g rce s. 1A.4: ,
;og' 1.3.1.4. 6 b Comoression on extreme nbers of Sen:ral members in. _
ciudec under Sect.1.5.1.4.5. but no: included in Sect.1.5.1.4.6a: a mr 5bers of fen:rai members in. ~ 1.us of symmetry in. :nd loaded in. Swt M, r. - 0.s0F. en ent;=e sbe s ef cannne{s* oen:
. . . .es -x r rm was a..>.v. ur pre videi :::: see: ions ben: about their major axis are braced isternii.s m
- ne re::en or. compress ..
ns : n::::tr :me enn h- icer .ner.
. s c '. . nu: no: = ore :::r. o.cor..~ 4 2 ,.!. *Bear:nu Zs.u. ionL3strms L f at 33, intervais n,ot e*ece.ung _.o_.0 en con:act area.
W C.
. . ~.3.1.3.1 .TI!!ie?. serbes. ine:ucirg be .n; t:ifen:m : .: ::i..; ir.
rear .e . :::.ac. or oorec no es:
- r. ~,. F,= 0.00F,"
1.5.o. 10:C. , . '
. c, can ,, con,,,.vanveiy tamen as un:ty. For :=ailer values m Areend:2 A.
yig. A!. D. A.104.
. 4.5.
* ** 'n'ne : nar-* m cent.ae have d;fe ent yield stress.e= f, shal] oe the smaller wazur.
.1.4.o. u: twr. p. igr:: pas.
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% .L- : .' .y*
. . _ .... 4. --- --- - ---~ .
. . . . ' . .y. . . . . . . . . . . . ;...-g..c.w :
. . .- . ~ - -
. e sc 1: . .e ... nm =~~ ~~---..-.u.w....- p' ? *n'V'w'- ~~ , ,,.m r
. .s,
--'=: ..
. _.._..: % ** M % ^~ C ** '--
$ g g M w y ,rs.'
y - 3 m------ 2:w.s h .rz j EIS - - p+
. . v_.
= c. L w = - _ - u f --
n _ _ _ _
. es -
a$- m - m'T n k" w-ww.m=b$W+M-n==aamsmesassra h j. L . 2" YN AISC Spanfsaman
~
g,.[ s . [.T- .-~- - 5,.113.4 jt 1.5.1.4 Bending . S ONI 11 CO.WOSm C 1.5.1.4.1 Delete subparagrap.h d in its enutery and substitute the 1.11.2 Design Assumptions-fotonssp - 1.1.1.2.2 At the ber---"g of
" d. The depth. thick:ess ratio of sne weo er webs shaU not ex.ceed the "For construe: ion without te=pe vajue gives by For=ulas (1.5 4a j er :1.5-4 b : as applicable _ =odulus of the transformed ec=;
(refernd to the botto= ia=ge of :.n. d 41 . /, stitute the fotowimr.
-=
_ 1 - 2.33 /,7, woen E, ( 0.16 (1.5-4s) i
- vy, "For cons: setion without ter stress =ay be co=puted fro = the :
d 057 I for=ed secten =odulus S.,. excep:
> 0.16
-- wnem (1.5-4 b)" ,
shaU not e.2&ed that of For=ula 'l [ appropriate vaJue of See:.1.5.1." t b 1.5.1.4.2 I==ediately fotom .ng the words "of Sect. 1.5.1.4.1" add a co==a. and ;-meciately fo"os.ng tne worcs "except that bf ,1f" delete S E CTION 1.15 CONNICTIONS
- :ne co---
~
1.15.5 Restra.imed Members Charge for=uia su=ber "'1.5-5'" to "I1.5-Sa)" Is the i.r: .m.e of the seco:d strained". 1.5.1.4.3 Add a secc=d paragraph as follows:
"Doubiy.ry =eincal I- and H. shape members bent about their minor ar.s .except hy: :d g:rcers and =e=oers oi A514 steel meeti:g the reqc" SECTION 1.23 FABRICATION rne ts of See:.1.5.1.4.1. suopararrapn a. except wnere b .2:f f exceecs 50.0. Vf, but is less thas 95.0 Vr ,. =ay be designed on the basis cf an 1.03.1 Straightening Material a waoie be:di:g s nss Delete this subhead and the ent:
the words "Rolied =atena:". s:d sur T. - T, 0.933 - 0.0005 'I.5 5b!" nadi =g as fotows:
\ --e / y .1 "1.23.1 Carnber:ng. Curving, a n.
Tne local application cf heat er
- 1. ~. 1. 4. 6 a !==ediately folios eg :ne werds "acer Sect.1.5.1.4.5." troduce or ecrne ca-be . e atur.
ad:: "ar: =cen=g the req =emer. s of Sect 1.01.1" of heated anas, as measured by ap;r for A514 stee] mer 1000'F for other s:e 1.5.1. 4. 6 b f-mediately fotou.ng the words "under Sect.1.5.1.4.5." add: "azd =een:r the require =e::s of Sact.1.C.1.2.". 1.03.6 Welded Construction j In Table 1."3.6. for thicimess "T the beading "Weldi=g Access", chan: hECTION I 10 Pl ATE GIRDERS AND ROLLED BEAMS l I
'I.10.5 St feners
. e 1.10.3.3 I: the :Aird parze ach. ;==ediately feUowing the werds
"..oies snz :e suen ths:". ceie::: :ne s=:..e pa el di=mtsioe. o or h.
and subsatu:e :ne words "l, does met exceed sni!
- e va ue nc: ;.sen exc-e:
oy Fer=ula 341r V5".1.101."
, Souc:urci S:eciicr L.W .gs . s . :t T = .': . - 1.5f, ( 00.0 1.S.2 Sidesway Prevented T - ::. - 1.6/, G 2 .0 In frames where lateral stability is provided by adeo.uate sitschment tv
- =e:s -rer. T. - M.. - 1,S/. ( 20.0 diagenal bracing. shear walls, an adjacen: strue:=e hs..::g adequate latert.:
.'~"
stability, or to floor slabs or roof deck.s secured horizontall.y by walls or y, . 52.; - 1.5/, ( 40.0 brseing systems parallel to the p;ane of the frame. and in trusses, the efect:ve ype jom s
.0.0 - 1.6/. ( 54.0 length factor. K, f r the e mpressi n members shall be taken as unity, i s
, g,,,,,,, g , ,,y 9
- y the same icrees. shall rot eseeed the 1.S.3 Sidesway Not Prevented
.:in:.5.1:. antar stress allowed 1. Sect.
In frames wh: e lateral stability is dependent upon the bending s:ifiness T, 15.0 1 - /A., T.) of rigidly connected hms and columns. the effective length Kl of compres. sion members. shall be determined by a rational method and shall not be T. < 00.01 - /A /T.) less than the ac:ual unbraced length. :- sut to n .:ree: icac spp;ied to all of the ' '
- nise
- ;teternon ic;) r.f the bolt. 1.S.4 Maximum Ratios The sienderness ratio. Kl r of compression mernbers shsil not eiceec -
CONNECTIONS SUBJECT TO 200. IATION OF STRESS . FATIGUE) , The sienderness ratio. Kl r of tens;on members, other than rods, preserably shouid not exceed: For main members yo
- ti:n is deEned as the d= age that may i For brac=.g and other secondary members 300
==ber of Sue:ustions of stress. Stress if th:se Sue:ustions. In the case of a >e computed as the numerical sum of SECTION 1.9 WIDTH. THICKNESS RATIOS res.siv2 stresses or the sum of maximum
- i:= st a given point. resulting fro = 1.9.1 Unstiffened Elements Under Cornpression 1.9.1.1 Unstifened tprojecting' compression elements are those hnu
- convsntions.1 euildirp need to be de- ing one free ecge parallel to the direction of comteession stress. The wictn ssnres in such s:;ue:=es occur only a of unstiffened pistes snall be taken from the free edge to tne drst rcw ci oniy mir.or stress :ine:ustions, The insteners or weids: :he width of legs of angles ensnnei and zee f anges. snel ear nen:ke loads :s :co in. frequent to stems of tees shall be taken as the full nominal dimension: the wihth of
.cn. However. crane ru.nvesys and sup. r!snges of 1.snape members and tees shall be taken as one.hsif :ne fui; 2 ccuipment are often suoject to fatigue. nominal width. The thickness of a sloping f!snge shall be measure i hair. way between a free edge and the corresponding face of the web. i"t" 1.9.1.2 Unstifened elements sub.iect to sxisi compression er .e.m. nression due to bed r d.sil be cowa~d - '""v r^r ' e when the en:.,; L sue;te: to fr.:irne ics:.iine as ded.ned ": wu i to tmcKness 2s not grester than tne foUowmg:
- :o ssds:: :ne 4:tru tr.nge .:mi:.stiors i . .
b bmcie. anele struts: coucie.angae struts with sepstr. tors
.s.
.e ~&O N F'
. c f.W. . M., . :r*Jts comD'iinc tIOUINt' 3ngies in en";ac'* sr.044 er 1:r.ie*
. e ...t .t e. ?." .J. .:. *s..*.."T.,*,.;.
arm-e::n: : rum : . te-s. a:,.emn.4 .rr .- . . .: rrem.m m c = cers: ;;umnrersm . Run:es .,i .:esu.s. s.%.,r un
. ;:inte ::rsers o5 0 s ! . . ::? :..e ::ru ::.:rs s , ;.. .tnd ter
- stems of tees . ;2 g F rs:!o of an ex:sily icsse:: compression
;.5. .0.3. tw :ength su.a L e taaen as its When the sciu.i vid:5.to thickness ratio exceed; these vslues. t..e
. ,,..n.........sc..........;...
~~~ stress In4!! ue ;overne:: by :::e provisions cf Ar.i.entii.s C.
's T 's 2. 's .u .
L.$ $m$ $ $r -M b
.c e.- w k s .:.:..K w~ gJEL Y -
~
7- :d M N
-- 4 e.w w. g h w_ 2 - h .y . *=.. . w.,.f, y.- s". * , s..y -%, a&_ m~.:.'. . '. .,
s
?.J w . aw '.. m.~4-.
- q; t.,, .;. . ,1. *., .v.
e, .C4
'. 3, ._a, _,
- .4., h
- U.
.v .. ..,.ect., ,i, ,u.w
-p.c ur' a,.w. Mv an.: gay. .f--
-m.o.,-m $.n nu ,t.e..M4
- , s:r ._ ,
-w e u%p:a?.>Tw~.m
.e4_ $
,w,u.w->.m*
21-q: .=
=, .tv ~; we w. .. men ..
- . s w - - m . -
~
.b *S 5
.~. - -
~.
= ::w=.
...:t w=- _,. : ~w., ,.u.
ns a a=mM-=m= M r wm, =Amwc:qs. " "'- M .-- .;w _.r.
. g,
- . wmw*%.--4S:cfiWh.s
.n
. "4.was ;r. . .v.7.~.~ :..
. M... ;"4'27 = ,.,:di'T :M.eN
.o.a4.on =<=
',m drumrs.es,s. n =*d.a-erw
w am.w ._~
. .-.. .. . _. ;-w
-.-w:
- n. w.=w =w
= . - g == g=n.,.m u..
mMZ y:x q=A - m:- - u. MW92 6
-- WFM: = -
.M.=%zaw.m w,w4=r wn ;
,4 m
- -w%.. e :s % @ a &u . s * ~~ m :: w h Ow.w _.
v 3 - m A.. aus._
- _e m Y 5-$ &_ ' $wm,m.:YY? fbnY-WWW$ W _
$ Wr*WS-# _n -
s a . s-n.=, e .usc s,w.u- -
- 1. ~, .1. ' .1. 509o re me=be s are tormon.-ily v>-- 4:" * *I*ne cr::ica; .
For=tda l1.5 7, is a C:mver.ien De A*M stress C # .s St erL =tCr5ional bucki1*". fCr '.ht Cc =presslo darge CDCe of Deth lateral De:Cr:rg resS' nf . m. r.e oe:r .caaec :: :he ui: e cf its =.nCr :: a u .s t c se d a ccu t Due to the cinerence between ia.
~ ns mau.: sm a:.n ue ontame.: us=g Form:.us 1.L . etn an equivalet: prder t is ceseable to base the late Ot*; e- .ess ::: 3 :ne e:.:ress:c: torsion cf the f arge. Fie:Ce. use cf
= e m b ers. Its ag ee=ent min =
l l5.115. stre:gth of is:er=:::en:ly braced d (_r .,,,,
.d, neous sectices hanng sues:a:::si re.
t the case of coubiy.sy.=metnca.1 s wnere . :s :na d: nance netween pomis of lateral support a:d S,. I,.and el For sc=e see.: ens nav::r a C: 2re resmeC::\ ec tne m: tor ans =ec::en =ocu;us. =::c: nr =c=e:: cf. than the ten.se= f ange area. Fo =u m Or:.: 30 *,ce :Crs;*,na. Cc stant cf tne beam Crow--seC: CL. ll C3D be 213 use is }.i=: ed to seC*:C S w:oF snow = inat w r.e r, C, s 002nCa e < n.DOV t ,. tne s..owaOle Cc= press:ce 4 3 great a.s the ten.s:C arge. In pl. h:re nress m:iicatec ny the above ecuat:en w , appre m te Go..ve,. y:gter d. Af rat:o ttar roue
..a w sea the ec.ese vat:ve sice. ror - suen r Beye:d :.uas ' ;: ce:eCtion rather tnan stress s likeiy to be t.m.e cesign Cnte .on. Fer=ula II.5-6a' and. at ::mes by 1.~,,1. 4.5 :ni 1.1.1.4.6 a ne sawao,e nenem: srs re7 23 a ge7 .
= ate of buckling s:re:g c. %' nile fears. :nemacts :s :nen as 0 60F, ;re.iueu . r. t L;mpress.on f arge is stre=ph somewi.a; occaus.e iney i; Die ;rcEe. is ng-ny fcr suen ses t r a re: .::e-- - - ~. " C." w'< e :nt en nis . c . ' 7 E.0 % F, . cf omcoman:=, ::erefere u h Memoers vent accu: :ner major ax.:s arc .3vmg :n :=s of sy= e:ry '
U*" N '"5 O I ICTC'"' m :ne Omne ci :c .... . 3v De scecuately tracee .at er:U3 at ;*ea:er .0:er. s ms a' ne max; mum nendmg stress.:s recutec su::.t:enQ to preven; pre.
" 0 ! ' 5 52 US " T' ? f'5- ;8 *~" IC tic = :s net proviced fer th:s ictmu ma: re oui s.ir; ci :ne ecmpressicn hnge. Ma emanCa; e v- re= = mns w :en aC:ual Ceneniens ofloa: at:h
= .~ r.:.n c .n e m : emm .te of the Lud.hre s:re. nn e- s u c - - - e .-- >- -- are CCns;Cere0. a.ny u CC SerVa:Me h . - -. . r ... . . . . - . . ,,t-r... .
. . ....m.. _
'..,9 bO E A.* 5} OE' E"C32. UCE l'U?-
g *.I L L 's M *. ' 's e :; 4 ine : e-- n; s; .m. -t . , , - - . . e s , y, g'TCe*s. citen na% e On increase: C:
..*.v- y ; p, . , .u. y .. g .,7 ;p .c.,,.. ., ,, y,,g .. . . ..
DenC:ng Cue 10 :steras 60aCmg acuC r.-e.- , . - - . . - a -.. ...
. ... e...Cre
.. . o ne . . st,.. . . . b vetenvent u;mn
~
". :' ' - '"5 . r * "3 r ti.*
- re*:::ini a: * .n: Oi13:er:AsupnCr s" ees c~~~'""e*
~-"-
*- .:m u n.O n. ;: nen. cO . ' 79 OCre :53n Cr;:ne?nt:g
< tress wee
'.'a' '
**'.",.t' iC3 cin" ,A nere in* a:.ure -'COe C n 3 V:*' t a ; .r f *' C e m *'r ** M C " * .".2 *
- e r
",,-~ . . .. .
. r --.;.- 3- 0 *
. i 30 1 3 s.- "*L\I N :ne term:ss:: e penem: s:ress ::n
- . - - :- - O!e tsenif*~. ; U r"T. .
3.D-*. Cr
'3 . * **.. -
;re ' S t, - e!. .Cn~ rf ' t '.* t': n C310 . -r C"".uias -
AnrOut the mirOCUC::0: C .t ...
.:. ....'.C"...',s *...* e ,be *. *- .' .* *
.. , . ._. . . .t .. .
wL.e".c.'.'."'ean.*.*.*'.'**.. ~ p . p 7, y
"#*e! -
-6 - * *F WCE 63 n re w .., c r e v e". -
*ne .'.1 ! eulsD43teme".t r3 4 O.
eXCe : wnere In . e C2se Cf C ..
.n:: e:eme*: 6 e e .* er3C:n; dom:s. , , . ..ne nen : OT- .u.:s ..O-c3 a n.j. .
3 C ;,,.,.s. . . m e ,. ,. ;.s _, , O .
. a. . .:. p. _ y . .. w
. ., .g....
. .t a u .1; e r S - t ,e e1r.:er r oim u;a 4 m ;
- c w 3ys:
t o _..m. i.13 .. i-. ca
. a.,, ,. ,,c.
4.J .
. T n e r t .'. :'.e earner pro \ :MCns rec c:re: DO stres5 reduc:iO wneD g.enant and wa p;ng :Cis:Cn by Si.;"
.- es in:n 40 re; rc;ess cf v e.7 stress s 3!ve :nd men a equ:vaie t tac ,,s o., g . a a.~ . . ...a..,
recur - - .c :ne s aiue ceta;ne:: frcm t re par:bcaC egression. the _, g j, neu -- . .:t m mere 2seg F a: ! - O rcm 0 EOF,to 'F, 3. barge cf a bea=* m h that cf an ax rev t.e= . en:mu cus s:res.s re;2 acn3 .. w n n tne us::ared :enpn n re P c,ured .rre tre m:s.:mu ner :ss:cie vaive cf C 60F,.
. W ner. . e e:r 2er sm:;e Ferma!a - rn':ed even :n the range
- f e.u .u ..r g stress en : e as=um:nen that Fo mula (5 -
- ... --- m
- rep ace .ent c; r .u.a 4 ' is Starib:ec in -
C c c= n r. e e r:n u-r.- u oc e auca:cn v: . n F. . . - . 6 espress.cn. smce :::s . e _. . , e s ;% ... . .. . - r, . ,
= -
t p i a ( D** ..v. O w.. . .r 5 ..
- 4 :::. 40
- N * .. . . *~. -
- .#CT
- i e *. C c fO r rN 0 *.
. v . :: + - 'e J - , c aC.
, . 44 --
- - - , - - , , - - - - - , - , , -- - w-
- ~ - - - - - - - - - - - - . . _ . ~ - . _ .
e
. Strue: ural Swel icr Bui'.su:gs s.m
.: n .. "' : , ::ical For=ula fl.5-71 is a conve tient approximation which assumes the pres.
- . .:. t :r ..; . ; . re s . ... :i:n g, ence ci both lateral bending resistance and :st. Venant tors 2onal resistance.
,. n.r ;::. L. .a :,. .c.: .avut Due to the diference between dange and web yield strength of a hybrid
... . 3. . .~.....: equ:vrient girder, it is ciesirable to base the lateral buckling resistance solely on warping l
torsion of the fange. Hence. use of Formula (1.5-7)is not pe. itted for such l members. Its agreement with more exact expressions for the buckling _..i. strength of intermittently braced Serural members' is closest for homoge. neous sections having substantialresistance tost.Verant torsion.identinabie .
]7* !,
in the case of doubly.syrnmetrical sections by a relatively low d/Af ratio.
.:rrei supuo ~ t c,. I, and J For sorr- sections having a compression gange area distinctly smaller
.:..u.. : .:ni r .n moment of than the tension dange area. For=ula (1.5 7' may be unconservative: hence.
.:6:. n crou..e.:nsn. It enn be its use is limited to sections whose compression Essge area is at least as '
E . tne allowaine compression great as the tension aange. Ir. plate girders which usuaDy have a much -
. i.3 . wih a;mr ::=ste 0.60F,. higher d A ratio f than roUed W shapes. Formula (1.5-7) may err grossly on
- ren b li;.ei. t.. ..e the cesign the conservative side. For such members the larger stress per:.itted by .
Formula (1.5 6a) and. at timet, by For=ula fl.5-6b). afords the better esti-
...a other mate of' buckling streng.h. %~nue these latter for se uencine str+4s ro strength somewhat because they ignore enant the St. N. =ulas torsional r:.g::underestimste tv ot this.
vie.i tne compteunyn tiange is . the proc.le. this rigidity for such sections is relatively small and the marg.s
* * "- ...'\~
'" of overconservstis:n. therefore, is likewise small.
- n.i .nvin:: an an. . i symmetry It should be noted that For=ula il.5 7;,like the more precise. compiez Jrseed Stersily at crester inter. expressions it replacas, is wr:tten for the case of elastic buckling. A transi. .
2cni su:heientiy to prevent pre- tion is not provided for this formula in the inelastic stress range because.
;ge. .\latne=sticsi expressions when actual conditions ofload application and variation in bending =oment st " in of su'ch memoers. which .
are consicered, any unconservanve error without it must be small.
.m e L ...c .. ..o ..-. .~ r .~~ ~ s sn> ~* t. .
Singlyw/mmetrical. built-up.1. shape memoers. such as some crane
-nr*. of their coenre<sion dange girders. often have an i= creased compression fs.nge area in creer to resist
- wrs.uc sre too comuiex for bending due to lateralloading action in conjunction with the vertical loads.
.e:r accursey :s ceuena nt upon Such members usually can be proportioned for the full per=issible bending
. . . . . . ..e. . . ... 3 3 .. . . . ... . -. .,. . .p pe r t stress when that stress is produced by the combm.ec verucal anc. homontal r.n ne no :nure tnen ene:neermg loading. Where the faBure mode of a singly-symmetrical 1 shape memoer having a 1stger compression than tens 2cn dange would be by lateral buck!.ing,
. r ,. . , .. .. . n n u ..>.. . ravicies the per=tssible bending stress can be obtained by using Formula 1.5 6a e
'* n' :or: - ~
.. _ or .1.5-7L tne :n.ermssiton. r 7rmuls*
Through the introduction of the modifer" C. some !!berW-, tion in
"*" t ie r) :n* 3enuing - - -
stress is per::uss:ble when tnere is moment gradient over ? e unbraceo. .tength
. " " . nl'. .
-vn' . . n.v .aa:r.o .n,:qvment of except where, in the case cf cornbined bending and axia compression, this ne new r or=um 1.a.na anil adjustment is provided by the factor C, in Formula '1.6-la).
n ("" "'3 F5; Formulas (1.5-6a and (1.5 6bi may be reined to include both St. unic-c no stren rei:ucuon wnen Venant and wa.rping torsion by substituting a tierived value forrr . This
- <. : s:ren uta.c ann rren s ,qu;..sient radius of gyrstion, r....,. can be cotained by equating the appro.
.ha e.- n. ..:e e." o:or, tne em rusion p -ing the critical eisstic bending stress for :he comoressicm e . ;* "-: 1e.r u ..,J.
dsn e of a beam: With ! hat of an sn:Uy loJoed Column.*
- r. 4;n e .v .* :
- n e U ." . * ! 9"-@ *;
U~ r
- W .: .
. ' .' .
- N[
C r- i . - r'.!n ;:e
. e
+*
- C..c=n Resesren Co=en Gu.oe :o Desirn Cntens ::: M e.:: Ccn.:remen Me=:ers. Octond E.huon. Zw 4.2. .
" Ibc.. Ic.4.13.
I osc.. Ecs. s4.2c r. :4.21. 4.3n or 14.~.2L
- m .: n e.2 for W :a.i ..ert sion . ; c ic.. .r. c. . ..,. ,,. ..
m n dh_gy*.
. , ~ , -
=F&" - 4..M .. . . .
N . N. ._.m.
~
y:.;-%.m .e. .
. M lm O.a;--- Me .~.sDc.~LeSw:=r m.n-w=g.v.
W'. . . m m-=-
~
- ~MMW&.E.
;~
_@ "Qgq.pg;Qm $ @ e ~9 a Y
--w.s n w:w.n.e-w , . 4
. _ - t . _ _ . . Jew. 8 b se k
a---
. . . . " . - . . .= . :.:. - -<rk. .~ .L :... m z . -n-w "w-. x= - -&S^m"~~=
=~~= 1==wn ~M v ' .
~
, a q-- A m" rn=s: ::.: % . W.e % - -.r.ww.y,- 1. --= .f a7 "d'm%qg;;igp-7
-~ . - ~ - -
~ ,~
p
$CT~% . - TE~
4; W_~ETLT %_qg La {
~ <__'
g CQ% { --
- e r;$h
-N b
--hg ~
- ~
~ ^ YI
'*a ,.
k %8Mdk. ' 5* e' %'5 ;Q N
, Y ..m. - :. rz e -. e w-e --__ m n w.m .n.-
~
-~
_m
-c.:'TvfM.e ,
s-2.-M,,, .a w , ~~. _ - V
.+
_ .w- -M + . .
=
F*f. ._ w . - L t-
- Y". $. % T. _ E*hr 25 ' kb. - ' 31[fbN=.A
==c - '. ~ bew4 w.
wh :m-: ,e -r -- J .' *% . hGas.5%_%tl ._ ___% ,. _ , , _ M. ag e.cw.;- we~*=Nhts 9 2% . nareas - - - - - -- s 1:3 . Commmarv on AISC Spana .on Fer the case of a coubiy-sy==e:ncal I-scape bea=. 1.a. 2.1 5 h e a.r 1, 0. ., .3.0-. . ,
* * * - - d. -- Co recuens ==2cm tr' s=: losd 25, 1, ne categonzed as incu : :rpe" cr noon su$c:esu , =gt +:=g icne -
wnere 1, ts :ne ==er ans =c=e:: of iten:a of me =e=oer. 5, 's i:.s majer .
;-se latter cepe d unen ec: tact cf U
- ns secue =oc uus. 22.i ho;e, to ::ansfer :ne loa; i c= one c :
. I'he amount of cla=p=g force et J . 3 ', ', i- ,
cooling and oy A307 co!:s :s unpred.ic 4 3 vent ce=ph.te slippara a; the t e .2
. e0 :ec*.;Ons and cen rC:m:s =3:e 'A .*
1.5.1.5 Bear ng bea .:gnype. 4 ne mn c: amp =g icro s- e:g.h bolts is Su5e:rn; to pres e:: 1.5.1.5.1 As u.<ec th.rournou: the Spec:Icatic: the ter=s "=illed sur- equal nu=ber of thew t.oits are suesu face." "= ired" er "C g" are =: ended to inciuce surfaces wn2ch have would be requred to trans=: a pre: t e-: accurately sawee er d:issed to a true place ey any nutaole rnets a:d A400 bolts for A50" Grace
. n? re:c==enne: . Dean:r nress on ::. s :s not :ne sar :e as :ct nvet.s.=".",se i The eic1ency cf tr.reacec fane:
.cser vice. r.ine-tenins cf :ne vield s:ress cf :ne pan ccnw- g : e p= con.nec:ict3 is recuce . s ne: :ne :nr nte crevides a s.aferur: acams: : sta:ib y of ne 0.a:e t.eyonc ice hoie. ' between :ne cerneciec tans. InCe:
- = .s cc s; eracay ;arger 1..1: a nve: noie. at;e sher stress values are pve:: cne shea p'.are anc one where :s c -
- 3. ..
. Rivets. Bolts and i hreac. e.d Parts th:.s feature = :ne case cf A307 cc.:s tend mio :ne sher piare and the a-..
....... Ae .,Sion gros: area. :s recuce: accer .::ry.
.-u = eruer e::nons. e =ss:c,e s:resses i .fcr - veis are nvec in te.=s I
- :hesse to the no==al : es3.secuenal area of tne n et oeiore cnv:ng. 1.5.2.2 Beann; Tcr ; eater conse:uence = tne preten:en=g o.r lugh stren;;n oolted con-Seanne vaiues ste rredei nct a Cem::1. re. : s;:.e stresses :ct :ne oc.:s a.re pve::n :e- ns appbca. .ose to the.u*
it neens no suen :rotecuen. uu: as an n ..na. body area. i.e.. :re rea c.i :ne untnreaced sn:ns. However. fer comouted = accercance m.P. See ; . A :'.~ uc.:s w=cn ce :vada::e = s::es up to 4 :n. = d::me:er: and :nreaded asseme.e: en ns e:s cr w - rc.;_ r+
- c: .cr man ru:n s rerna cons. :ne .J.ewame tent: <:reu :s apobe ie . ,, 7.,ence e. g ence . --.e-----
( ::s r e: e: :. ~154 *) - :.M n ~.....re. :nte -:ediate ^, an. , . ,.n , 3 ,c a n . . , : e . e n;,, c . ! mn - eis ces ::: e: :: :ne roc: cf :ne :nre,: ,nen muhipi:ed by :g;;,g w nen :n, pe ,n; : euure c: ( . : e=amca, pr:xn:e3 ci :ne uniceace: m::en .. nas oce fcund v 33:eee7 :3 a3 :.,ue.: 3.3 : , n :es .e t e j m:r* coseiy tre=: me tensde stre:rm cf :=rer cre:er :n.reace: pans, of the c. ri. In :n s :=resur.auen :ne su n as m:g.~.: Deuw:..:ct ancnct bo4ta er upw: recs ae:37d:ng to the urug eenvennen. :s - In recog .;te: c, :ne trotecuen aga=s: no:cn efer: i: t h e n.rea = n g,
, e7 3nd ::yege,33 cf :ne c:nnened :
ur.; ed by tne recu: ec . u.a] .ign:en=g of high strent-h bolts, the Re- . ween s=g;e.sner beann; and encic" 6eaf0n ou:Cu; on ruve:e anc .Dolted .q ru
- u.raj o c = s na s Tec 0 = ended the recc==enced wort.=g s:Tes5 is .
j .i re.:.us e;y igner w er,u=g stress := tens:c fer ru;n stren;.h beh.s. sher beanns, and a;;tenma:e:y ec .
..ny acc:uen.t :anecer ic=s:c: renu:=g :::= ;mer neur: due to dis- n ess . m . . e.~; e.a. .rc..- ete..- .... ,.e
- cn::: cf the centwuon ce:.ai's snould be addec to :ne s:ress calculated '
l
- e::!y fr:= :ne aco ed tens:ce := picoen:c =g fasteners for an applied tens e icree, us=? :ne st.ec:fied s creng s:--sses Deanding upon tee 1.5.3 Welds it.aus e :::fness cf :re :,as:cre 3 and the cennecuen m.nen:.l. this ;- =g As i :he past. :he a"cw a b:e wer' 2 0.' 0 ma y oe te r.; n r.e C r : .".'.s v be a Su csta nni L:
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