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PACIFIC GAS AND ELFCTRIC C0fiPANY MECHANICAL AND NUCLEAR ENGINEERING l
DIABLO CANYON PROJECT I
I INSTRUCTIONS FOR THE REVIEW 0F PIPE UP RT ALCU TIONS I
UNIT-1 ABLO ANY 1 l
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i INSTRUCTION 10: I-21 PREPARED BY:
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f DATE REVIEWED BY: e.
ey B s t DATE APPROVED BY:
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APPROVED BY:
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0515A/22A
ANblHULlAVN 1-41' DATE: 07/28/82 FILE NO.
146.08 Sheet 1 of 5 l
e 1.0 Pu rpose This instruction provides steps to be used in the review of pipe support l'
calculation packages to insure their compliance to the requirements of Design Criteria Memorandum M-9 and H&NE Procedure P-6.
2.0 Scope l
This instruction appplies to all Diablo Canyon Unit 1 Safety P, elated Pipe l
Support Calculations that were prepared prior to 8/15/82.
3.0 Responsibility 3.1 It is the responsibility of the Pipe Support Revieu Supervisor to fomulate, issue and revise, as necessary, this instruction.
3.2 The Design Unit Supervisor is responsible to assure compliance with this instruction.
4.0 Instructions 4.1 All supports that are within the scope of this instruction shall be reviewed for adequacy and completeness of structural model, that the drawing satisfies the requirements of the pipe stress analysis (i.e., gaps, support type, restraining direction, etc.), the loads that were used in the calculations are current and properly applied, and that the calculations include all of the required documentation, such as weld calculations, anchor bolts, base plate, LCD's, spring variability, frequency, etc.
4.2 The following steps will be taken to comply with paragraph 4.1.
Attachment #2 shall be used to insure that the major items to be reviewed are covered; Attachment #1 shall be used to document and sunmarize the findings of the review.
4.2.1 Obtain a copy of the latest As-Built drawing fron the Document Library.
It shall be the responsibility of the Document Library to provide the latest As-Built drawing.
All final "As-Built" drawings shall be issued with an issue sheet using the latest revision number and the statement "As Built per M. E, Leppke Memo Dated 6-1-82".
4.2.2 Compare the latest hanger drawing (Established in Paragraph 4.2.1) to the hanger revision used in the latest revision of calculation package for the hanger. Document all differences between the calculated support and the latest as-built established in 4.2.1.
The following items shall, as a minimum, be included in the review:
0515A/22A a
.1NblHUL11UN 1-41 DATE: 07/28/82 FILE NO.: 146.08 Sheet 2 of 5 a
4.2.P.1 The as-built drawino shall be reviewed to detemine that all the infomation reouired to perform an analysis 1s provided.
If the as-built drawing is not complete, or.there are discrepancies within the as-built drawing, refer the as-built to the Design Unit Supervisor for resolution. The DUS will' resolve as-buil_t questions with the on-Site-Engineering Group (OSEG).
4.2.2.2 Verify that the structural model used to qualify the support in the calculations matches the latest as-built established in paragraph 4.2.1.
Document any and all discrepancies between the as-built and the structural model and make a judgement about the necessity for revising the '
structural model.
4.2.2.3 STANDARD COMPONENTS: Verify the size, length, l
settings, orientation, etc.
4.2.2.4 WELDS: The size, length and geometry, etc.
4.2.2.5 BASE PLATE & ANCHOR BOLTS: Size, CEB spacing, etc. Attachments on base plate and/or to civil steel changed.
4.2.2.6
,Any other physical change which, in your judgement will require additional calculations or recalculations of the pipe support.
4.2.3 A decision must be made as to the necessity of recalculation of the pipe support based on differences identified in 4.2.2.
Recalculations will not be done until i
the piping stress analysis has been confimed to be correct by the stress group.
The GPSS (General Pipe Support i
Status) listing shall be used for detemining the latest
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analysis.
4.2.4 The latest File 33 loads shall be used as a basis for comparison with the loads used in the calculation package.
To establish the latest revision of File 33, verify that the piping stress analysis revision number shown on File 33 conforms to the latest piping stress analysis revision number listed in the GPSS.
i 4.2.4.1 If the latest File 33 loads are not per the latest stress calculation revision, the Design Engineer shall revise the File 33 for the most current pipe stress analysis.
If the status of j
the pipe stress analysis is anything but approved as indicated by the GPSS, the hanger calculation j
and the File 33 shall be put on hold but the j
review of the calculations shall be completed.
j 0515A/22A
2HSTP.UCT10H 1-21 i
DATE: 07/28/82 FRE NO.: 146.08 Sheet 3 of 5 x,
4.2.4.2 When the stress reanalysis is shown as being accepted in the GPSS, the Design Engineer shall prepare a revised File 33 per procedure P-3.
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4.2.4.3 Compare the loads used in the latest henger calculation revision with the latest File 33 loads.
a)
If the loads used in the calculations are less than the File 33 loads, indicate on attachments 1 and 2 that the new loads are higher than the loads used in the calculations.
b) Verify that the load combinations are in accordance with DCM M-9 and procedure P-6 attachment E.
4.2.5 Verification shall, es a minimum, include the items listed i
in Attachment $2. Tht: review shall consist of verifying j
that the methodology, assumptions, modeling, physical requirements and allowable stresses are in accordance with Design Criteria Memorandum M-9.
4.2.6 Verify that the natural frequency of a seismic restraint with the tributary pipe mass is greater than or equal to 20Hz in the pipe restrained directions.
New class I supports shall have a natural frequency of 33Hz in the restrained direction.
When modifications to existing class I supports are performed, the fix shall result in a natural frequency of at least 33Hz in the restrained di rection. The corresponding static deflection shall be limited to 0.0085".
4.2.6.1 Verify that the natural frequency of the seismic restraint meets the requirements of paragraph 3.1 of DCt1 M-9 in the unrestrained directions.
4.2.7 Verify that the gaps meet all requirements of paragraph 3.2 of DCM M-9.
The maximum total gap allowed in the restrained direction, including construction tolerance, shall be 1/8".
In the unrestrained direction the support shall be verified to ellow the most severe thermal plus seismic movements of the pipe.
4.2.8 verify that the deflections do not exceed the limits prescribed in paragraph 3.3 of DCM M-9.
The maxiuum allowable deflection for restraints with D.E. loading is 1/16" in the restrained direction.
For Hosgri loadings the maximum allowable deflection is 1/8" in the restrained di recti on, j
4.2.9 Verify that the loads used to calculate the adequacy of base plates and anchor bolts is correct.
0515A/22A
INSTRUCT 10N 1-21 DATE: 07/28/82 FILE NO.: 146.08 i
Sheet 4 of 5
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4.2.9.1 Attachment E of Procedure P-6 shall be used to
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make the determination.
4.2.9.2 Verify the analysis procedure & allowabib used in base plate and anchor bolt calculations are per DCM M-9 requirements.
1 4.2.10 Verify that the spring is adequate for the loads and movements given by the latest File 33, and meets the requirements of DCM M-9.
Special. attention shall be given to accommodate seismic and themal movements as specified in File 33.
4.2.11 Verify that the rod hanger is adequate for the loads and movements given by the latest File 33, and meets the requirements of paragraph 3.6 & 3.10 of DCM M-9..
If the rod hangers were modeled into the seismic stress analysis as restraints, then they shall be complemented with an upward restraint (regardless of the magnitude of the dead load). The distance AL.f rom the upward (+Y) restraint to the downward (-Y) restraint shall be such that I
e4 e is in radians &
%AL.
AL is in inches.
O is the angle of rotation in the vertical plane containing AL, which can be obtained from piping stress analysis.
If this condition is not met, consider +Y and -Y restraint to be nislocated restraints and document in attachment #2.
4.2.12 Verify that the snubbers and struts are adequate for the loads and movements given by the latest File 33, and meet the requirements of paragraph 3.7 of DCM H-9.
For snubber capacities, refer to Appendix 11 of DCM M-9.
Matc h performance is required for all snubbers used in pairs in the same direction of restraint.
4.2.13 All pipe welds shall meet the criteria of DCM M-9 paragraph 3.8.
Special attention should be paid to the following:
a)
The number of lugs in the direction of the restraint do not meet the requirements of DCM M9.
b)
Eccentric attachments resulting in eccentric loads on g
the process pipe.
If any of the above two conditions are existing on your pipe support, notify your Design Unit Supervisor.
0515A/22A
INSTRUCT 30k 3-21 DATE: 07/28/82 FZLE NO.: 146.08 Sheet 5 of 5 to a
4.2.14. Verify that the welded connections and weld allowables satisfy the requirements of paragraph 5.3 (Welding Requirements) of DCM M-9.
4.2.15 ATTACHED SUPPORTS:
In some instances, an unidentified small or large pipa may have been attached on the same supports. For those cases, it is the responsibility of the originator to identify the pipe and loads on the support under cerisideration. The Design Unit Supervisor may call
,.the field to get the necessary information.
4.2.16 Verify that the component standard supports have been loaded in the manner consistent with which they were loed rated.
4.2.17 All intermediate plates shall be qualified per DCf1 M-9 requirements.
4.2.18 Verify that the documentation for civil verification exists in the packege.
If the reactions at the point of structural attachments changed, a new civil verification shall be obtained.
4.2.19 The final package shall be verified to satisfy all the requirements of DCM M-9, Engineering flanual, and applicable p rocedu res.
4.2.20 The final package shall be assembled in accordance to procedure P-6.
For superseding the previous calculations, see section 4.0, 4.12 & 4.13 of procedure P-6.
4.2.21 Attachments #1 and #2 shall be superseded and filed with superseded calculations after incorporating all items identified.
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1 0515A/22A
ATTACHMENT #1 INSTRUCTION I-21 DATE: 07/28/82 FILE NO.: 146.08 Sheet 1 of 1 1
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DIABLO CANYON PIPE SUPPORT CALCULATION PACKAGE REVIEW Sutt1ARY SHEET I
f DOCUMENTS USED:
PIPE LATEST REY. #
SUPPORT #:.
REY. #:
USED'IN CALC.:
1 ISSUED AS BUILT 7:
YES NO (The one you are using f_or comparison to calculated hanger.)
CALC. SEQ. #:
REY. #:
FILE 33 FILE 33 REV. #
' LATEST REY. #:
USED IN CALC.:
DESIGN CRITERI A MEMORANDuti M-9 l
l PG8E PROCEDURE P-6, INSTRUCTION I-21 DATED 7-28-82 3
SUMMARY
OF FINDINGS (Please HIGHLIGHT important points marl:ed in Attachnent $2.)
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I CONCLUSION
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l NO RECALCULATION REQUIRED RECALCULATIONS REQUIRED
'l REVIEWED BY:
APPROVED BY:
Date:
Date:
0515A/22A
ATTACHMENT 02 8NSTRUCT20t1 1-21 DATE: 07/28/82 CALCULAT10N PACKAGE DISCREPANCY LIST FILE NO.: 146.08 Sheet 1 of 2 p
')
CHECK LIST YES NO REMARKS I
1.
Is hanger drawing info complete?
2.
Is hanger calulation package available?
3.
Does the latest hgr. dwg. rev. match the hgr. rev. used on latest calc.? Check applicability of chosen method.
6 4.
STRUD'L model OK?
5.
STRUD'l input Ors?
6.
Consider possibilities of local overstress in pipe support steel & civil steel.
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I 7.
Has torsion considered?
(If applicable, check stresses. )
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8.
Make sure File 33 matches latest stress calc.,
l and support cales. used latest File 33.
i 9.
Did new loads increase?
(Latest File 33
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loads versus the loads used in actual calc) 1 9A. How much? (Percentage) l i
- 98. How will it reflect on stresses, disp., & freq ?
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10 Does load combination match M-9 criteria?
- 11. Does natural frequency in restraint
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direction meet 11-9 criteria?
j 12.
Does the natural frequency in un-restrained direction meet li-9 criteria?
13.
Stresses meet M-9 criteria?
0515A/22A
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ATTACH!1ENT #2 Sheet 2 of 2 CHECK LIST YES NO REliARKS i
- 14. Do gaps meet M-9 criteria? Are there enough gaps to allow pipe ovmts in unrestrained directions?
- 15. Does orientation and restraining direction match' File 33 orientation?
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- 16. All welds qualified? How about skewed joints?
- 17. All items in_ material description covered by calc?
l 18 Is the attachment on process pipe eccentric?
(If yes, notify 005).
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- 19. No. of lugs meet M-9 criteria?
- 20. Are anchor bolts and base plates qualified?
21.
If finite element is used, is it correctly i
modeled?
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- 22. Does spring top off or bottom out?
Check variability.
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- 23. Rod hangers input in stress analysis in I
seismic condition?
I 24 If yes, are upward stoppers provided near the rod?
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- 25. Snubbers (check for retract. or extension).
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- 26. Anchors (check to see if the loads from both sides have been used in the cales).
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27 Civil verification for latest loads documented?
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- 28. Are the calculations legible?
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j 29 Are the embeds verified for the loading?
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- 30. Are intermediate plates qualified?
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n.c nw field Verification Recuests RE L nn er rwe.c:r j
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Pipe Support Group.
August 2,1982 The following procedure shall be used for addressing questions to the field.
1 1.
The originator shall list all questions describing the infomation requested on attachment #1.
Additional attachments shall be used conservatively since these requests are going to be telexed to jobsites.
The marked up pipe support drawing shall be attached only if absolutely necessa ry.
2.
The originator shall submit the request to Design Unit Supervisor, who after signing shall submit it to the Pipe Support Clerk for logging in the field verification requests log attachment #2.
4 3.
The Pipe Support Clerk shall process the request and submit it for telex.
L All these steps shall be handled on e same-day basis.
4.
After the field information is received by the Pipe Support Clerk, the log attachment #2 shall be updated to show the date the request was answered by field.
The clerk shall maintain file for each request and ~ keep a copy of field resolution in that file. The original shall be forwarded to the Design Unit Supervisor / Originator.
5.
The originator shall reviev the field infomation against the original request, and if more infomation is required, the same procedure shall be used.
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N[M O MVAd2 6f!Nwo INTEROFFICE MEMORANDUM f
Diablo CanyonProject L
t PACIFIC GAS AND El.ECTRIC COMPANY BECHTEL POWER CORPORATION All' Designers & Engineers PSG T*
November 1,1983 Ofablo Canyon Unit 2 subel Saha SFPD/ Pipe Support Group s*
Phase II Open Items M
221/15/B60 u'**
8-7485 Attached is the list of open items which need to be considered for Phase II pipe support evaluation. Go through the listing of these open items very carefully. Please make sure that all items relevant to your support have been looked into and properly evaluated before the calculation is considered complete.
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S.C. Saha Response Required: No PGrover/pch cc: VPMercado I
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o SHEET O. 1 0F 6 DIABLO CANYON PROJECT~
Uhli-2 PHASE II OPEN ITEMS The following list of open items should be considered in Phase II pipe support review:
PROCEDURAL
/. Some calculation packages have missing items, e.g.' data points, stress analysis no. and revision no... dates, " preliminary" on the cover sheet, g $'
signatures, and etc.
- ON: These items are to be completed on the existing revision of the calculation. The new revisions should have complete information.
DRAWING 1.
Location of the support has not been shown from a pipe fitting e.g.
,W elbows, valves, etc.
ACTION: Locations of pipe supports must be shown from a pipe fitting.
]2. Small bore supports drawn on Pullman Vellum are missing summaries stating reasons for review 1.e. statements such as:
" Revised per stress
'J y cale.
. Rev. #
, added or deleted items, whether field work is required or not and etc.
Action: A note should be made on the Pullman Vellum giving a description of changes as one would write on an "X" - sheet for large bore supports on P.G.& E. Yellum.
.j3. Cover plates and vent holes were not shown for open ends of closed member of sections.
ACTION: Cover plates and vent holes must be shown on pipe support detail sketches and vent hole sizes should be 1/8" diameter.
LOADS 1.
Determining thermal anchor load combinations when THN 1, THN 2, THN 3,
....havebeenanalyzedatd[ifferen{ttemperaturesf. rom.theotherside.
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Check thermal load combinations to insure that they/r ACTION:
were done at the same temperature or with the worst case possible.
2.
Some small bore anchors.lere designed with assumed loads when the
" field-analyzed" side loads were not available.
ACTION: The anchor design should be cualified for the actual loa:is from both sides.
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SHEET NO. 2 0F 6 i
_DI ABLO CANYON PROJECT
[
UNIT-2 PHASE 11 OPEN ITEMS
_STRUDL FORMAT i
,1.
For some anchors the ' Factor 1.0" is missing for generating dead weight loads of the pipe support-structure.
ACTION: Any strudi run without the " Factor 1.0" shall be run again to i
incorporate this factor.
i 2.
Anchor loadin'g combinations ill to f42 does not utilize negative "X" loads.
0' i
ACTION: Add more loading combinations to include negative "X" loads and rerum strudl.
/3. For two-way restraints: The present Bechtel format does not always 0T.
consider the worst loading cases.
ACTION: Check loading conditions i.e. direction of joint loads and the
- configuration of the frame to ensure that the worst loading cases are accounted for, even if this reouires a strudl rerun.
STRUDL IN GENEFAL 1.
The strudl " passed code check' listing does not always meet DCM M-9 criteria.
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ACTION: The maximum member stresses should be compared against DCM M-9, 1 6 allowables.
7 2.
Some supports have been qualified using P.G.& E's strudl progra'm.
PM L htM W f( ( G 57 4^%
h These suppo+rts must be re-qualified by using Bechtel's strudl du g, ACTION:
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to some unreliable results from the P.G. & E's strudl.
BASE PLATES AND ANCHOR BOLTS 1.
Some anchor bolts design do not meet the center to center spacing criteria.
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ACTION: Check to see if the pFoper derated value in the anchor bolt 1
allowables were used.
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2.
Some supports have used two bolt plates.
ACTION: Two bolt plates are not allowed in new designs but if it is an existing design, a team leader should be notified before revising the existing design.
[0225p]
SHEET NO. 3 0F 6 1
4 '
DI ABLO sNYON PROJECT Utili-2 PHASE II OPEti ITEMS BASE PLATES (CONT.)
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3.
Some base. plates have been qualified with P.G. & E's finite element -
program.
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ms Ps de wre-LM,
e ACTION: These base p?ates should be re-qualified with the CDC Base Plate 11 Program to guard against erroneous results.
4.
Welds between base plate stiffeners and base plates have not been checked.
op '
ACTION: These welds should be qualified in Phase II calculations.
BOLTED CONNECTIONS.
1.
Removable supports that require pte-torqued bolts or through bolts.
8E' ACTION: The required amount of pre-torqued should be calculated and specified on the detail drawing and furthermore hardened washers
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should also be specified.
QUALIFICATION OF MEP9ERS 1.
Some intermediate plates have not been qualified.
ACTION:
F.
These plates should be qualified in Phase II if they have not been checked in Phase I.
The CDC base plate II program can also oe utilized for this purpose.
2.
The qualification of "U" - bolts used for two-way directional restraints..
ACTION: "U" - bolt allowables must be checked using an interaction g.
equation.
3.
Checking members for total shear stress.
)
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3 torsional shear stress and shear stresses dee to shear loads.
4.
Swing angles and gaps
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ACTION: Swing angles cust be checked to ensure that they are within allowables and gaps should be checked to accomodate pipe movements y
per DCM M-9 Rev. 8 paragraph 3.2 criteria in the unrestrained i
0 direction.
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[0225p]
____-_.___-___-_______________________a
g SHEET NO. 4 0F 6 DI ABLO CANYON PROJECT UNIT-2 PHASE II OPEN ITEMS 5.. Pipe insullation ACTION: If_ piping insul'ation needs to be cut for the supporting structure.
.a team leader should be notified.
6.
Previous calculations are based solely on " engineering judgement" alone.
ACTION: Either additional calculations should be included in Phase II or a comparision with another calculation should be made to qualify an item on the basis of " engineering judgement".
7.
Calculation packages-that reference other calculation packages as qualifying calculations.
ACTION: An approved copy of the reference calculation must be included in the package as an attachment and noted on the calculation checklist.
8.
References that have been used in the body of the calculations i.e. codes, criterias and equations.
2 ACTION: All references made in the structural calculations should be clearly stated in the right hand margin.
9.
The use of Phase II comparison forms.
d'h b ACTION: All the comparison forms should be included in the Phase II revision. If a certain form is not applicable for the support then "N/A" should be written on the front.
{
I NATURAL FRE00ENCY.
]
i 1.
Choosing the revised acceleration factor for Phase II comparison, i
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ACTION: Pflase II acceleration factors should coorespond to the actual frequency of the frame as calculated in Phase I, unless the effective weight has increased more than 10%. In this case the natural frequency must be re-calculated.
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WELDS l.
The qualification of dihedral angles in welding.
ci ACTION: Proper "K" values for reduced effective throats should have been used in Phase I.. If this is not the case then these welds should be re-checked in Phase II.
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[0225p]
SHEET NO. 5 0F 6 DI ABLO CANYON PROJECT Uhli-Z PHASE 11 OPEN ITEP.5 l
WELDS (C.ONT.)
2., Qualifying welds on structural tubing.
1
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ACTION: Welding, if not all around, should be qualified for the flat side of the tube only. The length (1) of the flat side shall be calculated as: 1 a L - 2R where R = 2.5t.
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FIG.1 3.
Calculating the effective throat for a flare bevel weld between edge of a structural tube and another surface..
n' ACTION: A proper reduction factor'must be used to calculate.the effective throat which will be aEFF = 5/16 R where R = 1.5t
(
g._
aEFF = 0.47t.
ExAMFts!
ret W
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It" 40 GAP ExtST9,.
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4.
The use of ME-120 weld prograin.
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ACTION: For skewed welded connections, the skewed angle should be located in the axis 1-2 plane.
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5.
The use of open butt welding p
gg ACTION: Do g use this type of welding for any new or modified welds. Do not take any credit for any existing welds of this type.
6.
Inaccessible welds that are not reflected in the structural calculations.
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k ACTION: Structural calculations should take into consideration any welds which are not accessible and there should be no credit given for them.
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SHEET.NO. 6 0F 6 DI ABLO CANYON PROJECT UN11-2 j.
PHASE 11 OPEN ITEMS 1
WELDS (CONT.)
7.
Flare bevel welds on composite angle sections (see Fig..3) l~
ACTION: If this type of weld is detected during phase II review, consult 9
)
the group leader imediately.
i 7 Ma+ &Tn eetd>b O W 9 ADDITIONAL ITEMS l
1.
Lost or missing pipe support detail vellums.
ACTION: Do not duplicate any yellums that appear to be missing, consult a team leader in this situation.
2.
Additional references that are not listed on "The List of References" sheet.
ACTION: Any additional references used in the structural calculations not.
listed on this sheet should be incorporated in Phase II.
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INTEROFFICE MEMORANDUM Diablo CanyonProject
- Ad'I%)
PACIFIC GAS AND ELECTRIC COMPANY BECHTEL POWER CORPORATION To All Pipe Support Personnel Da'" Nove2er 28,1983 l
Frorre M yqba Fh Na 925
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of Onsite Project Engineering Group sovei Calculations At Jobsite Extension 3067 Attached is a list of concern by San Francisco Ibne Office on their calcu-lations. AltMugh, they do not apply to our calculations, please read and Inake sure that these do not happen in our calculations.
Thank you, L. Mangoba/jb i
t Reply Requested: No Attachments: Yes cc: All Pipe Support Personnel 1
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DATE: 11-29-82 l
ATTACHT NT 2 DCP INTERNAL TRANSIT!TTAL SHEET 10:
RLCA; Attention Mr. E. Denison FR0ft:
Verification Program Coordinator FILE:
M&NE 1.061: Cloud Seismic Verification Program i
SUBJECT:
Request for Information for a DCYP consultant.
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Consultant:. Robert L. Cloud Associates Request No.
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A.
List of,infomation attached:k9 feym/
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desswer
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_ A77ACMMEM~r 5 A W S D I./ - 7 7 7"able 2.7 3.
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Arr4ty/nrN7' Y A/VS D//- 77 72d/e $2 5
Extension 74 p - 5 & ')
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Name of Person Suppling Informattort'34 M//
Extension 748.f7f6 C.
Name of Person Checking Informat 1
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Rearks:
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018541 To Mr. Roy R. Fray Request No, 761 Diablo Canyon Requested by 'C.1. Browne e
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Verification Coordinator Date 4/25/83 Attention of:
(
) Civil
( 7 Drawings and Records
(-) Electrical
(-)
(-) Mechanical Systems (IT) Piping
(-)
Please provide the following Drawings / Documents for use in the Independent Design Verification Program:
The following support shows a weld size that is less than the minimum required per DCM M-9 Section 5.3.4:
Weld Size min. Reg 'd.
Support Analysis Weld Specified W;ld Size 5BS/39V H-1052 (R. 3)
Bracket @to 3/16" 1/4" existing insert Please clarify.
This information is necessary for conpletion of IDVP Interim Technical Report No.138 X Phase I Prior to 11/30/81 X Post 11/30/81 X Phase II Prior to 11/30/81 X Post 11/30/81 I
information Request - Indication of Priority
(_,) Rush (J ) 1 Week
(_) 2' weeks
(
)
~
Expected Date n
l RESPONSE TO IDVP REQUEST #761 Sections 5.3.4 in DCM M-9 is a guideline for new design and is not intended as a requirement for the evaluation of existing support welds.
Following are our reasons for taking this position.
1.
Diablo Canyon Weiders and welding procedures are qualified to ASME Boiler and Pressure Yessel Code Section IX. There are no minimum weld size requirements in this section of.the code.
2.
The minimum weld sizes shown in Section 5.3.4 in DCM M-9 are the same as these given in AWS D1.1,1977 Edition. Table 2.7 (Attachment l
I) and the AISC Manual of Steel Construction 8th Edition. The Comentary, AWS Dl.2-77, explains the intent of the various sections of the. Code. Article 2 of the Commentary is on design of welded connections and paragraph 2.7.1 (Attachment II) specifically talks about minimum fillet weld sizes for prequalified joints. The last l
sentence of paragraph 2.7.1 of the comentary addresses this with the following statement:
"Where Table 4.2 stipulates the mandatory preheat, for thickness over 3/4 in (19 m), then fillet size limitations do not apply."
This statement indicates that a small weld size would not cause cracking due to fast cooling in either the heat affeer.ed zone or the
(
weld metal if the mandatory preheat requirements of Table 4.2 were followed.
Table 4.2 of AWS D1.1-77 (Attachment III) gives a minimum preheat of i
500F for ASTM A-36 material, over 3/4" through 1 1/2 thickness, using shielded metal are welding, with low hydrogen electrodes.
It also exempts the preheat requirement for base metal thickness equal to or less than 3/4 in. provided the minimum weld size requirement as stipulated in Table 2.7 is met.
It is our interpretation that the minimum weld size requirements l
stipulated in Table 2.7 (Attachment I) are not mandatory if a l
preheat of at least 5CPF is applied to material thicknesses less than or equal to 3/4".
j All Diablo Canyon Welding Procedures used for the welding of pipe support members require a minimum preheat of at least 500F.
3.
All welds are evaluated and meet appropriate code allowables.
4.
ANSI B31.1 and USAS B31.7 do not have minimum weld size requirements.
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P. 4/ STRUCTURAL OEt. DING CODE NMNN X
'lhble 2.7-Minimum fillet weld stre Q.
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a s..
d 6
forprequallfled joints
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Base Metal Thickness of Minimum S.ue M,'
q p
Thicker Part Joined (T) of Fillet welde 0@y a
m:
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in, mm
,.e, s
a 1
in.
mm TCI/4 T( 6.4 1/8" 3
l 1/4 <T(1/2 6.4 < T( 12.7 3/16 5 single pass d
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' ~ " ~ '
esas 1/2 < T(3/4 12.7 < T(19.0 1/4 6 welds mus 3
3/4 <T 19.0 < T 5/16 8 be used guesse.e er new a snes esser mm er new 1. tne tenem er oud 3 enes to aumanene es eiew ouerveressmo tne amor m sneer essne eeones ekswet that the wehl siae need not onceed the thichness of anesseve eres er umw 3 anos at Isam sesel enas or new 1 and mere thinner.purt joined. For this encaption particular carc should be j
ense se no everesrems or su enes or auss a resusung esm me essen, taken to provide mmnent preheat to ensure weed soundness.
I etany es eue sereas soeng en ene smer.
- Mi imum siae for bridge application 3/16 is.
l Fig. 2.4.3-Fillers I/4 in, or thicker.
2 7 ' ' s,,w ammmirr 5 ret ^
rmitted.
o!9ng edges of material shall be:
Part C Details of Welded Joints (i) The thickness of the base metal, ror metal leu than i/4 in. (6.4 mm) thick (see Fig. 2.7.1, detail A).
(2) I/16 in. (1.6 mm) less than the thickness of base i
2.6 Joint Qualification metal, ror maal I/4 in. (6.4 mm) or more in thick.
1 ness (see Fig. 2.7,.1, detail 8), unless the weld is desig-2.6.1 Joints meeting the following requirements are mated on the drawing to be built out to obtain full designated as prequalified:
throat thickness.
(1) Conformance with the details specified in 2.7 2.7.1J Fillet welds in holes, or slots in lap joints, through 2.14 and 10.13.
may be used to transfer shear or to prevent buckling t
(2) Use of one of the following welding processes in or separation oflapped parts. These fill-t welds may : '
accordance with the requirements orSections 3,4, and overlap, subject to the provisions of 2.3.2.2. Fillet 10 as applicable: shicided metal arc, submerged arc.
welds in holes or slots are not to be considered as plug l
gas metal arc (except short circuiting transfer) or flux '
or slot welds.
cored are welding.
2.7.L4 Fillet welds may be used in skewed Tjoints Joints meeting these requirements may be used with-having a dahedral angle ($) of net less than 60 deg nor more i
out performing the joint welding procedure qualifica-aban 135 deg (See Fig. 2.7.1, decads C and D).
tion tests prescribed in 5.2.
1/is 2.6.l.1 The joint welding procedure for all joints A - <
l
{
e welded by short circuiting transfer gas metal arc wald-
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N ing (see Appendia D) shall be qualified by tests pre-serioed in 5.2.
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2.6.2 Joint details may depart from the details
,asse meses sees same metas
,, in,r.3,,t u or
.n s u mi prewribed in 2.9 through 2.14 and in 10.13 only if the 3,,,
asashnien eine et ause woes acons edgee contractor submits to the Engineer his proposedjoints and joint welding procedures and at his own expense t-t demonstrates their adequacy in accordance with the l
requirements of 5.2 of this code and their confor.
mance with applicable provisions oCSections 3 and 4.,
{ j rr T r --
g 2.7 Detalls of Fillet Welds 1
2.7.1 The details of fillet welds made by shielded x sas e d T.eseen, As pnync,m ensions metal arc, submerged arc, gas metal arc or flux cored tw t*w=effectiw throats daa-aA -* oc rn==in* of gap (3.).
arc welding to be used without joint welding procedure see 3.3.1.
qualification are listed in 2.7.1.1 tierough 2.7.1.5 and
'ssnaller angles than 60 des are permmed; howewr, in such detailed in Figs. 2.7.I and 10.13.1.3.
s.
esses she weld is considered so be a partial pint penetrauon 2.7.1.1 The minimum fillet weld size, except for smow **ld.
fillet welds used to reinforce groove wolds, shall be as subscript (a) mpresents subscripes I,2,3, or 4.
shown in th< following table:
Fig. 2.7J-Detailsforprequalifiedfiller welds.
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- 2. Design ofWelded Connecdons 2.1.3 The engineer preparing contract design drawings and requaes that this size be rnade in a single pass. This carnot specify the depth of groove (S) without knowing the proviaan is inundad to insure sufficient heat input in order wehg process and the position of wehg. The Code is to redme the poembday of crackmg in either the heat.
explicit in stipulating that only the effective throat is to be affected zone or weld metal, especsally in a restramed joint.
specified on design drawings for pamal joint penetracon The.-.. " size apphes if it is greater than the size groove welds (2.1.3.1). This allows the contractor to pro-reqused to carry design stresses, duce the effective throat by assigning a depth of prepara.
The intant o(1hbie 2.7 is furthw clarified as follows:
tion to grooves shown on shop drawings as related to his Base metal thickness of 3/4 in. (19 mm) and under are choice of weldmg process and position of wehg.
exempt from preheat in e.wh with Table 4.2. Should "the root penecidon will generally depend on the angle subtended at the root of the groove in combmation with the fillet weld sizes greater than the mmimum sizes be required for these thicknesses, then each indivirtual pass of multiple g
root openmg, the wehg positino, and the wehg pro-pass welds must represent the same heat input per inch of cess. For joints using bevel-and % groove welds, these weld length as provided by the mmimum fiHet size required factars desamine the retariaathip between the depth of by Table 2.7. Where Table 4.2 stipulates the mandatory
}
preparation and the effective throat for prequahfied partial preheat, for thickness over 3/4 in. (19 mm), theti fdlet {
joint penetrauon groove wekis.
size IH'-eas do not apply.
I 2.5 PartialJoint Penetration Groove Weids 2.8 Plug Welds and Slot Welds A pomaljoint penetracon groove weld has an unwelded Plug and slot welds conforming to the dimensional pomon at the root of the weld. This condition :nsy also requirements of 2.8, welded by terhmques prescribed in exist in joints welded from cae side without backing, and Appendix A, and using meanials approved by 8.2,9.2 or therefore, the Code conaxiers them pernaljoint penetranon 10.2, se conaxtered prequahtied and may be used without groove welds except as roodified in Section 10 (10.13.1.1).
perfarnung joint welding procedure qualificanoe tests.
un*e Pomons me m mae M h h m fillet welded yonnes. These unwelded pomons constitute 2.9.3-2J4J Corner Johnt Detaas. The Code P*Ica a seems raiser having significance when fatigue loads an hve opoon for prepersoon d the grmve in orie are applied transversely to the joint. This r<=ditina is re-cornerjoints as shown m.all bevel and hgrmw welds in I"
flected in the applicable fatigue criseria Fig. C2.9.3.
Howeves, when the load is appbed longitudinally, there This provison was pged by lamellar tewing cm-is no appreciable reduenos in fatigue seength irrespective sidannons penmaing all or put d the prepersoon in the of the rules govermag the service appbcanon c(these par-venical c( the joint. Such groon preparation neular grooves the accenancity of shnakage forces in redmes the neiduaM seman, an,ang from shnnkage relance to the meter of gravity of the matenal will result d welds ce cooling, that act in the througbyh direc-in angular diammon ce cooling after weldag. This same tion m 8 8 ingle vemcel lane, as abown in prequahfied P
4 will also tend e cause rotance in transfer d corner jeases diagrammad in Figs. 2.9.1 through 2.14.1.
j asal load transvasely across te joint. Therefcee, means Therefae, the probabday of lanwnar teenng can be re-mum be apphed e restram or preclude such rotatico, both duced for these joints by the groove preparance zw per-dunng fabncanon and in wyjce_
1 imaed by the Code. Howm, some unprepeed W, m
.7J Mielessen FEst Wehl Sans der PrequeB8ed a,' as shown in Fig. C2.9.3 must be mamtained to prevent Jdees. m Code specirus the mmimum fm weid size melting of the top part of the vomcal plane. This can easily be done by Pr=Parins the groove in hoe =a=6 s (angle to.
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Cl PACIFIC GAS AND ELECTRfC COMPANY Yd& hb^'
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BECHTEL POWER CORPORATION R.D. Etzler October 5, 1983 r.
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G.V. Cranston/G.H. Moore 930, 146.20, CA-2
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SFPD/ Project Engineering Clarification of Pipe Support o,
sw Jeld Symcols 221/15/B1 8-1658 E"'"*"'
45/10/C29 8-2963 ATTENTION:
D.A. Rockwell t
The attached information is being issued to General Construction t0 clarify the intent of certain connonly used welding symcols which have been specified by Design Engineering'on Pipe Support Drawings. Acceptable alternatives are also provided for certain cases to facilitate welding construction.
In case of any doubt as to the design requirement intended by a welding s,wtol, consult Engineering for clarification. This attachement of clarification of
{j
~ welding symbols will be incorporated into the next revision of ESD-223.
In the future, all weld symbols on pipe support drawings issued for Unit 2 af ter Cetober 10, 1983 will strictly conform t: the stancar:s of iWS A2.1
/
-A e
A
&r G.M. Mqcre t R -4.v, Grans:cn Project Engineer
J - Project Engineer g,3 Unit 1 F
Unit 2 e
s i
No Response Recuired f/*- MSAmin/SSana/TQuan:mej hCP/Q
Attachment:
List of Welding Symbols t
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. t'{! C"/ ~.C-(XXXXX) ; SKC.H.Y.,.-XXX.,. the following tolerances ar,e allowed:
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New stiffener plates may be ecped as recuired to clear existing elds.
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If a:: cal succert configuration results in fillet welds with unacce: table but > 125 ) weld detail may be cnan;ed to j
a 10.
dinedral an:les (i.e. < 60e:uivalent iro ve weld (e.g. 3/16" fillet 4 3/16" p A full pe,e: ration weid may be used at the Contractor's option.
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- he re. verification progre.: which are shown cr. SKC-HY -XXX.
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Dascripcion of how.
2-1R 8
.I SECTION 2 I
t, r
0PY
'(,. l..
DESCRIPTION OF WORK ISSUE D CY -^' CW"'
W DO NOT REPRODUCE 1.0 DEFINITIONS
.1.1 The definitions pertaining to this Specification are set forth 1n the General Conditions. In addition, the following terms shall apply to this Specification:
1.11 Westinghouse: Westinghouse Electric Corporation, Nuclear Energy Syrtems.
- 1.12 Seismic Class I: Piping systems whose failure may cause or increase the severity of a loss of coolant accident or result in an uncontrolled release of excessive radioactivity or those vital to a safe shutdown and isolation of the reactor. This is a seismic class and does not coincide with ANSI B31.7 Class I, Class II, or Class III.
1.13 Seismic Class II an1_ Class III,: All other piping systems i
not covered under, Seismic Class I are Seismic Class II or Class III.
1.14 Furnish: To provide, includ!ng delivery, unloading, and handling.
1.15 Erect: Includes unloading, storing, handling, field fabri-cating, installicg, flushing (or otherwise cleaning), testing and inspecting.
1.16 Fabri,cate : Includes all off-site shop processes.
- 1.17 B31.1: ANSI B31.1.0-1967 Power Piping Code and addenda
.to Power Piping, B31.1 Ob-1971.
- 1.18 B31.7:.iNSI B31.7 1969 Edition and 1970 Addenda to B31.7-1969.
I
'*1.19 Boiler Code: ASME Boiler and Pressure Vestel Code,Section I, 1968 edition.
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2.0 WORK INC1,UDED
- 2.1 The work shall include but is not limited to th. following 1
piping systems or portions of these systers as shown on the drawings of this Specification.
In general, piping systems have been designed to ANSI B31.1.
Addendum No. 3
-n
i t:711 I-Scopu
.c
'l-1 v
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'O U P" 01 ' E D C O P Y
,~
_mm
- 10. CUED BY ENG. DEPT.
stCT10:: 3" DO NOT REPRODUCE 1
SCOPC Ol' WOPJ:
t 1.0 OM).IMM W UuP.
1.3 i'pneral
1his SpecifJcacion covers crocting the r.:ain'systeur.
piplug and t urnishin;'.'fabricat inn, and c.rectin;;. the balance of the pouer
. plant p1pir.g, inclu41a;?, valve:<, hangers, and supports for' Company's Unit 1 and portionc of lin).t 2 - Diablo Canycn Site (refer to Appendix Mo.
'.. for power plant descrip fon),
u'
'1.2 Location:
Diablo Canyon Site is located in San Luis Obispo County, jp California, north of Avila Deach.
f l1.3 Company's Representatives: For informatic,n pertaining to: the L
Specification and drawings, and for an appointment to visit the vork sicci L
bidders shall contact Company's representatives:
1.31 'For construction:
<r-Mr. R. S. Bain or Mr. A. J. Plewes
[
124 Bealc Street, Room 316 San Francicco, Californir. 94106 Phone:
(415) 781-4211, Extension 2027 1.32 For engineering:
'Mr. A. C. Ualther 245 Market Street, Room 1225 San Francisco, California 94106 Phone:
(415) 781-4211, Extensir.,n 257.6 1.4 _0nti$nal Woi_k:
Bidder shall quote ac_ options iteus in t.hc pricing-cchadule for etecting the rain sy::tems piping and furnishing, fabricatin;',
and crecting the bajance of poucr pinnt piping, incluJing valves. hangcro, and.cupports for Compcuy's Unit 2 - Diablo Canyon Sitc.
2.0 C"".tt'L 2.1 The verk nball co' ply with the requiree.cnt., of the Speific ar.d r. v r e.1 t'. fa i r. t en c
,.( this SpncificatJon and thn acen'.nanyin? dr;. tin' r. and
.t>
2 rut.t.c tne turnishing o: all labot.,.u tet id, u.v's, up. f... _.., c..
i Jll:Jc., requirca therefor. We4 s;'ecifical]y c::d uded is li::t d under
. st;.rh 3.0, Sortion 2.
All ror:. Lbc.11 be per f ou...d in accord.xc vi:1.
P t>Is 6;m dii::.t Jen nnd the accc :panying dravingc.
8
SM:
!. 5 7 9 /
Dater Mnv 26 IcF2 T13e No:
11.E.1 n
a UNITED ENGINEERS 6 CONSTEUCTons INC.
TECHNICAL REPORT-Date:
May 20. 1963 i
Purpose of Raport Oualifientien and Verification of Flare-Leve] Greeve-Welds - Square Tube Distribution:
M. P. McKenna UEC49).
W.
J. Duffy UECSFo D. C. Turnquist UCC5Fo.
W.
C. Le ithe.n d l'EC20c.
- 5. J. Pattisen UEC262
- A.
Bandepndbypy UEC5c5 R'. W. Gregory UEC569 M. B. Laseta UEC5F9 K. E. Ber; UEC196 T. 1: Jathaveder, l'F.C7F 7 S. C. Sethi UEC286 B.
Lanu U !. C.'. P '
V. M. Alsan l'EC196
- 8. C. Madarnt iTC5b t
- 5. N. Caruso UEC290 C. W. Mourar l'EC392 J. P. Vnoriskey UEC296 E. A. Mills "EC?92 J. R. Slotterbach 11U0 E. J. Puselten UEC5F9 D. H. Rhoads 07U4 C. P. Kalani 0904 E. M. Heyes UECl43 J. M.
Benenati 0909 R. H. Bryans UEC262 S. 1l. Guha UEC2E2 M. A.
Edgar UEC164 J. K. Julian UEC262 R. C. Seventy UCC786 M. J. Kenopf.s 07CF G. A. Gallant UEC262 DCC Field UECIF!
P. A. Leone UEC591 DCC - PA 0'. l' t.
1 G.
P. Ri pa:nenti 07U4 SM File Ur.C l bl.
B G. Levine UEC262 j
v). P. Cannon 14U3 g / il. J. Kaplan 17U4 j
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Report Prepared Ey!
T.
R.
Trclo Report Approved By:
>\\ Mo.b h9 s
m 1.
I'. Vassallo, Jr.
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___-__-___ - _ U
..?:s S!::
4579A Date: May 20, '19f 1 Tile hot 11.f.)
A OU/d.ITICATION /d;D YERITICATIOS OT TLARE BEVEL GROOVE k' ELDS
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Purpose - Te verify, as a minimum,'that the effective throat thicknerr I
f er a flare-bevel-Froove weld when filled to the sclic sectier, cf the bar will be equal 5/16 R. where R is equal to the rac2us of the bar.
Materials - Tubular steel sizes,3" x 3" x k",
4" x 4" x 3/8",
6" x 0" x
and 6" x 2" x'b" ASTM A500 was used.
'i b'elding Trocer.r - The shicidW met al arr wc.ldinr pi tir e.m I
v.o u "c.
u: e liting SFA 5.1, E 016 electrodes with multiple passes.
j Preheat and.Interpast
.The minimum preheat and interperr temperature was in accerdance with ASNI/AWS Dl.). lable 4.2.
Procedures fer Shielded Metal Arc - The wc3 ding was dono in the vertical, overhead and flat planes utilizing 3/32" and 1/6" dicmeter i
l electrodes in each position.
The welding parameccrs were as follows:
3/32" - DCR?,70-120 amps, 20-27 volts, 2'ipm min. trevel, 1/8" -DCRT, 115-165 amps, 21-27. volts, 2 ipm min. travel.
Qualification - The sampics were sectioned for visual examination.
The velds were free from cracks and t.here was thorough fusion between adjacent layers of weld m'e.tal.end the base metal.s.
The welds, in general, were visually acceptable.
Conclusien - In general, 3/32" G electrodes showed good penetration ex-ceeding the minimum throet thickness by approximate 3) 5 0 '.
except there were some prob 3 cms with the 3" x 3" x 4" tubes.
The small radius did not permit the depth of penetration.
The 1/S" 9 electrodes showed excellent penetration for exceeding the minimum throat thickness for the flate-beve3-cronve welds.
It is recommended that the Contractors be directed te utdidze 1/8" 9 electrodes for the 'first pass' to insure adequate pene-tration.
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DCM No. M-9, Rev. 8 File No.146.20 Page 3 of 60 orts Guidelines for Design of Pipe Supp m.
ia idelines are issued to provide criterts for
,S_ cope c
t d by a pipe l
1.0 The following general gu for the design of Class I. Pipe Suppor The highest code class line suppor appropriate c 1.1 an :
t d and erected.
Power Plant.
support shall determine thesupport shall be desi i
ith their corresponding codesf i
l PGandE piping code class symbols w 1967.
l Material,
B31.7 Class I -
PGandE Code Class A:N.it.E., f abrication and erection 1969 Edition with 1970 Addendum. Des i n and erection to ANSI B31.7 Class II -PGandE Design Class PGandE Code Class B:
Fabrication, 1970 Addendum.Design to ANSI B31.1 1967.
SME Boiler and PressurePGandE D PGandE Code Class 9: erection, and inspection to A Vessel Code Section I -1968 Edition i n and
/
l PGandE Code Class C: erection to ANSI B31.7 GandE Design C as P
j 1970 Edition with 1970 Addendum. D
' NFP A f
l PGandE Code Class G: PGandE Design Class I ANSI Design, fabrication, and erection to Standards.
Guide 1.143.PGandE Design with Addenda and Reg.
PGandE Code Class F:B31.1 1967 d
Qualification for DE earthquake require.
ANSI Design fabrication., and erection to Class II PGandE Guide 1.143.
PGandE Code Class H:with Addenda and Reg.
B31.1-1967 to ANSI Design Class IIDesign, fabrication, and erectionPGand PGandE Code Class E:B31.1 1967 Design, fabrication, and erection with Addenda.
to NFPA PGandE Code. lass G1:PGandE Design Class II Standards.
PDRINi-d'RM TNO ONLY 0177B/0107P-3