ML20127B702
| ML20127B702 | |
| Person / Time | |
|---|---|
| Site: | San Onofre  |
| Issue date: | 04/18/1984 |
| From: | BECHTEL GROUP, INC. |
| To: | |
| Shared Package | |
| ML20127A193 | List: |
| References | |
| FOIA-84-885 CS-C16, NUDOCS 8506220033 | |
| Download: ML20127B702 (20) | |
Text
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CS-CI6,Rev.5)
April 18, 1984 QUALITY CLASS I, II, III, IV CIVIL / STRUCTURAL CONSTRUCTION SPECIFICATION FOR THE r
SOUTHERN CALIFORNIA EDISON COMPANY SAN ONOFRE NUCLEAR GENERATING STATION UNITS 2 & 3 SAN ONOFRE, CALIFORNIA CP"l1 P.m'as 2 & 3.
L v.N i;;GL' SPECIFICATION NO. CS-C16 VISUAL INSPECTION CRITERIA FOR STRUCTURAL 3N STEEL AND MISCELLANEOUS METAL WELDING TO MEET DESIGN REQUIREMENTS JOB 10079 BECHTEL POWER CORPORATION NORWALK, CALIFORNIA a
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CS-C16, Rev. 5 April 18, 1984 CONSTRUCTION SPECIFICATION REVISION RECORD SAN ONOFRE NUCLEAR GENER ATING STATION UNITS 2 & 3 v'*'
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,u san o vs E.O !6-10-77 Initial Issue Title Page, Pages 1, 11, and 1 thru 4 Rev. 1,10-11-77 Title Page Pages 1, 11 and 1, 2, 4 and 5 Incorporates SCN 34, dated July 25, 1977.
Rev. 2 9-6-78 Title Page, Pages 1,11 and 2, 3 and 4
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Incorporates SCN's CS-68, dated August 15, 1978, C5-72, dated August 29, 1978, and CS-40, dated May 3, 1978 Rev. 3 3-17-80 Title Page, Pages i, 11, 3, and 4.
Incorporates SCN-CS-164, dated October 16, 1979.
Rev. 4 6-1-81 Title Page, Pages i, ii, and 3 thru 8 Incorporates SCN CS-285, as modified, dated January 20, 1981 Rev. 5 4-18-84 Title Page, Pages i,11,1, Incorporates SCN C5-457,
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dated February 15, 1984 s
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CS-C16, Rev. 5 April 18, 1984 SPECIFICATION NO. CS-CI6 VISUAL INSPECTION CRITERIA FOR STRUCTURAL STEEL 1
AND MISCELIriEOUS METAL WELDING TO MEET DESIGN REQUIREMENTS Paragraph No.
Title Page i
+
1 1.0 Scope.
2.0 Classification of Weld Joints.
1 2
3.0 Acceptance Criteria.
LIST OF ILLUSTRATIONS P
Figure Title m
1 Welds Along Pre-existing Flared Edges.
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CS-C16, Rev. 5 April 18, 1984 VISUAL INSPECTION CRITERIA FOR WELDING
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1.0 SCOPE This Specification provides the acceptance criteria for visual inspec-tion of the welding _ of structural steel and miscellaneous metal per-r - formed in.accordance with Specifications referencing AWS D1.1-72.
This criteria reflects design requirements consistent with engineering approval specified in AWB Dl.1-72,. Sections.1.1.2, 3.1.4, 3.7.4, and 3.7.5.
It also includes welding of light gauge material in HVAC duct-work whose classification is not specifically covered by AWS Dl.1-72.
The project. quality: assurance program,for Fire Protection System and 5
x components, which are Quality Class III or IV6shall be.same as for y
Quality Class II items.
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12.0 - CLASSIFICATION OF %5LD JOINTSe m.a.y:,1 udM '
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~The following classification of weld joints;willisatisfy the design v intent. In addition this classification of weld joints shall be
-baseduponsuitabilityfor' service'inaccordance]withthefollowing
C categories.
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& -- 3 2.1 Catesory A J41sts are part of the; main; building frame and carry;,
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v' principle design. loads.,
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2.2 Catesory D'Jelats are, connections b~ tween main building frame e
and miscellaneous saetal.
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C 2.3 Category C Joints'are not part of.the main building frame, but rather provide auxiliary support or framing for systems, com-ponents and equipment. These joints are. within the miscellaneous s,
- u tal categ ry,fand shall. include, but.are not limited to, pipe supports.beyond,tha, scope of,ASME, stairways,;embedments, C
_.a-instrument" supports, electricalcrecewayasad supports, and HVAC
,l j r duct-supports.
Catenary D Joints are not part of the : building frame, or auxiliary N's 2'. 4' '
-support system;but;rather perform a passive or inactive function.
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These joimesiase yithia,the-miscellaneous metal category and shall c %,
a include,Lhst. ore:not limited _to,, doors,3 windows, hatch covers and 5_ '
,/,.,'L., frames, ledger. angles, hand rails and gratings.
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y 2.5 Cateaery E Joints.are limited to those. welds, used in ductwork welding of this welled gauge stainless steel, whose classi-fication'is not specifically' covered by AWS D1.1-72.
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2.6 category 1 Joints are limited to-those welds, used in duct-
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work whldihg of, thin walled-gauge carbon steel, whose
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i-classification is not specifically covered by AWS D1.1-72.
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CS-C16, Rev. 2 September 6, 1978
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3.0 ACCEPTANCE CRITERIA In addition to the requirements stated below pertaining to the overall weld, the cover pass (final weld layer) of all welds shall be free of slag or any other foreign deposits that interfere with the performance r
t of proper visual inspection of welds. Prior to visual inspection, the I
2 surfaces of welds and adjacent base metal shall be cleaned by chipping or pneumatic gun exercising care that the finished weld is not damaged.
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w 3.1 Category'A' Joints'shall>be' acceptable provided the following
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requirements are met.I'! "+' ' v':
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3.1.1 The veld meets or exceeds specified size requirements.
g Either or both fillet wel(ilegs nsy?ezeeedJdesign~. size p
i by 1/8_ inch for welds up to and including 5/16 inch-Q fillet,.'and 1/4 inch for' welds' larger 'thanx5/16: inch y
fillet'.1 Welds may be' longer than"specified. Continuous a
welds may be accepted in place of: intermittent welds.
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3.1.2 The fillet les dimension may not under run the nominal
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=p fillet size by more than 1/16 cinch <for more>than 10 percent'-
3 of the weld length. Forl flange to web ~ joints.the under size may not be within two flange thicknesses of the weld:
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3.1.3 The weld may contain a maximum of five percent by surface
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3.1.4 Convexity height may'not exceed 1/8 inch. ~ Roll over
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l not' exceeding -1/8' inch is acceptable provided the j
' toe"or; fusion line' of the veld: remains visible for j
inspection"J7 Butt weld reinforcement may not exceed n
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1/8 inch.
i The weld'any have an underfilled crater, provided the I
3.1.5 underfill depth'does not exceed 1/32 inch, and the crater g
-. hee e4 smooth contour blending gradually with the adjacent T
weld and base metal'without acute actches.-
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Undercut'not exceeding 1/32 inch deep may be accepted when 3.1.6 l
oriented paralleleto:the longitudinal axis of the, base metal and for joints which traverse 50 percent or less of 2
base metal-width. Weld
- lengths which exceed 50 percent base metal width may have undercut not exceeding 0.01 inch deep. In case of uncertainty, reference shall be made to h
the project workmanship acceptance standard for buildings.
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CS-C1'6[Rev.U4 L -
June 1,'1931
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These standards represent physical welding samples which have been reviewed and approved by engineering and represent workmanship standards established for specific j
use by field inspection personnel. Work equal to or better than this standard shall be accepted.
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.. 3.1.7 There are no cracks in the weld.
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3.1.8 ' Thorough fusion exists between weld metal and base metal, except as permitted in 3.1.4.
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3.1.9 The following provisions and acceptance criteria shall
,_ apply to flare-bevel groove welds in which the flared
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.' profile results from the shape,of the member' being ' -
welded and is not specifically provided-to^ackieve.
. weld penetration.~ An application of this typetoft_-
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, p, ; y [,.' ] welding exists along~ the ' rounded edges' of structural.
tubing welded against'a flat steel surface.n; e k Q
3.1.9.1 The flared bevel shall be filled with weld ~
metal deposited flush with the outer surface unless a partially filled weld or an outer fillet weld is specified,in~the' design.
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A partially filled weld shall apply when t5e.
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welding symbol'as indicated'in Figure 12.x 1 partial depth ters,' W, is'given'in:the) '
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The partial ~ depth refers to the~ weld ~dimen- $
sion from the inner tangent point ~. to the-
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finished weld surface. Such weld dimension 4
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is not readily measured in completed welds, accordingly the perpendicular width.of the. -
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' weld surface, B, as tabulated in Figure 1-shall.be used instead as the acceptance
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by itself, is not a governing indicator of weld size, and shall not be scrutinized Q,-
provided that the minimum surface width, B, is verified.
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~3.1.9.3 Flush welds shall' apply when W is not speci-fled..For design purposes these welds shall
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be. considered to have a penetration equal to at least 0.45 times the flare radius, R, which is equivslent to a minimum effective throat of 0.30R. Refer to Figure 1 for definition of weld penetration and effective throat.
3.1.9.4 Additional outer fillet weld or full pene-f~
tration weld shall be provided only when
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specified in design drawings.
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CS-C16, Bev. 4-June 1, 1981
. ;_.; 3.1.9.5 This type of flare-bevel groove welds shall be considered equivalent to fillet welds, and shall be accepted on the basis of visual examination without any volumetric weld examination or inspection of the root pass, 4
unless otherwise specified in the design drawings. For full penetration flare bevel g-groove welds, inspection of the root pass
,shall remain as a. requirement.
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3.3 Catesory C Joints shall be acceptable provided the following
'j requirements are met.
All' conditions described' as acceptable in Paha-l I
4l 3'.'3.1[ f graphs 3.1.2, 3.1.3, 3.1.4,~ 3.1.7', 3.1.'8 and 3.1.9 are 3
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,'~ acceptable for Type C Joints.
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3.3.2 Undercut (underfill) not exceeding 1/32 inch may be
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acceptable for the full length of the weld. Undercut
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not exceeding 1/16 inch may be accepted provided it
'is wider than deep and does not have an acute intersection '
,j at its root. The accumulative length of 1/16-inch i'
undercut shall not exceed 50 percent of tho'weldC '
1ength. For members welded from both sides:the'euanistive T
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undercut depth or length shall not exceed the criteria.
In case of uncertainty, undercut equal to or less; l
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severe than shown in the project workmanship acceptance standards for non-building applications, shall'be l
accepted.
3.3.3' Underfilled groove weld craters shall be accepted provided~ '
,'the depth of underfill is 1/16 inch or less. Underfilled single' pass' fillet weld craters shall be accepted provided
[the crater length is less than ten percent of the weld flength. On multi-pass fillet welds crater depth 1/16 inch or.less shall be accepted.
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3.3.4. Burn through shall not be permitted. However, minor-
. burn through not exceeding 1/4 inch in length is per -
mitted for "unistruct" members which are welded along their length to obtain continuity with an associated structural member. This is provided that an equivalent length of fillet weld is added to compensate for welds 4I weakened by burn through. This deviation is limited to one burn through per 1 foot of weld length.
3.3.5 The weld meets or exceeds specified size requirements.
Welds may be longer than specified. Continuous welds may be accepted in place of intermittent welds.
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.a CS-C16[Rev.'4" June 1,~1981 3.3.6 Weld splatter is not required to be removed prior to L.
repainting. However, removal of weld splatter, if required by other nonwalding design requirements, shall re.sain in force.
3.3.7 Arc strikes are acceptable provided that the craters, (1) do not contain cracks (as determined by visual r-examination); and'(2) maximum size does not exceed i
-3/8-inch plan nor 1/16 inch' profile. Arc strikes shall be free ~of;any foreign deposits which might interfere with the perform,ance of proper visual inspection.
The weld may contain a maximum of ~ 5 pereent-slag, by 3.3.8 surface area,n on the finished: welt!; provided that slag
' deposits do;notsinterfere with thr performance of proper visual inspection.vA m it P t a"
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requirements are met.
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Paragraphs 3.1".1,-3.1.2, 3.1.4, 3.1.7, 3.1.8 and 3.1.9.
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3.4.2 All of the conditions: described as; acceptable.ia f
Paragraphs' 3.3.3.m >u % )3'
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3.4.3 Porosity or' slag inclusions'are not a criteria for rejection.D m
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9 @ md9t 3.4.4 Undercut shall not exceed 50 percent of the material
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3.5 Catenory E Joints.shall be acceptable provided th.a following requirements are met.a
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3.5.1 All conditions described as acceptable in Para-graphs 3.1.'l,' 3.1.2,- 3.1.3. 3.1.4, 3.1. 7, 3.1.8, 4
3.1.9, and.3.4.4 are acceptable for Category E Joints.
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, 3.5.2
~ Faying surfaces shall met enseed 3/16 inch gap between the parts to be joined e The leg of.the fillet weld size
~will be increased by the amoumb of the separation.
3.5.3 Abutting parts to,.be' joined by butt welds shall be carefully aligned and misalignment shall not exceed the thickness of the thinner material being welded as measured from.the highest abutting member. In no case will more than 1/8 inch misalignment be permitted as a departure from.the theoretical alignment.
5
CS-C16. Rev. 4
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June 1, 1981 3.5.4 Butt weld profile shall be convex and reinforcement or crowning shall not exceed 1/8 inch. The welded joint for ductwork shall develop complete penetration a minimum of 80 percent of the length of the welded joint.
3.5.5 Corner welds used to seal ductwork are designated partial penetration welds. Such welds do not. require full fusion and weld reinforcement greater than the f,
material thickness shall verify the adequacy of the weld, provided that the toes,of the weld have complete fusion.
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3.5.6 Face of fillet welds may be slightly. convex, flat or slightly concave. - Convexity shall not exceed 1/8 inch.
e Concavity shall not reduce the weld throat beyond that required for veld: size. : Fillet: weld size shall be as t
required by structural calculations, with minimum
. sizes as,iadicated in AWB<D1.1-72:Sectiest2.7.1.1.r
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wm 3.5.7 Turning vanes and turning vane rails, dangier stops, runners, and other non-structural components which are of light asuge material, and welded to heavier gauge ductwork will be welded with a fillet weld as required by design drawingn. The fillet welds may exceed the profile and convexity limits as previously-described and are acceptable for this application.
4l Minor burn through cannot ie avoided and will' ba permitted up to 1/4 inch length provided equivalent length of fillet welds are added to compensate for welds 4l weakened by burn through.
3.5.8 Burn through on partial penetration welds is pend. ted provided leak-tight integrity is maintained. Metal flow on the inside of the duct is permitted provided it is fused completely with the parent metal and metal thickness is not reduced by' greater than 50 percent.
to 3.5.9 Scratching of metal in fit-up and isolated are strikes must be removed only to the extent necessary to remove sharp burre. The intent of this stipulation is to limit excess grinding of. base metal, provided it does not exceed 50 percent-of the base metal thickness in these isolated areas.
3.5.10 Distortion caused b/ welding. longitudinal seams shall 3
not exceed 2 percent of the nominal diameter mea?ured from distortionslargerthanthiscanbeaccommodated) Temporary the cross-sectional cord of the distorted area.
viding the Vendor can demonstrate that the final' pro-in place tolerances do not exceed the 2 percent value.
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CS-C16. Rev. 4,.
June 1, 1981
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3.6 Catesory F Joints shall be acceptable provided the following requirements are met:
3.6.1 All conditions described as acceptable in Paragraphs 3.5.1 through and including 3.5.10 are acceptable for Cate-gory F Joints except as limited below.
F 3.6.2 Isolated porosity for carbon steel shall not be cause for rejection provided the extent of such porosity will.
not impact the adequacy of the epoxy coating to be subsequently applied. An average of one pinhole per 2 linear feet of weld length is considered acceptable without additional rework. Clustered porosity shall not exceed 1 percent of the weld area, provided that the clusters are filled after the first epoxy coat with an.
approved surfacing caulking material (Mobil 46I2900 or 46I1900) per manufacturers recommendations.- Otherwise the clustered porosity shall be repaired by revelding.
3.6.3 For carbon steel, intermittent minor joint gaps including.
roll over which accompany the welding relief provided in; Paragraphs 3.5.1 through 3.5.10 shall be limited to the ~
extent that such area will not impact the adequacy of thei epoxy coating to be subsequently applied. Suchareas_,4feg shall be repaired by rewelding, or corrected using an-M approved surfacing caulking material (Mobil 46I2900 or-h 46X1900) per manufacturers recommendations,'to the
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extent that the epoxy coating integrity is assured.r-r, 4
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B 3/18 1/4 1/4 3 m A 114, j,,.
R MINIMUM = 3/4" if
' MEASURED PERPENDICULAR TO FLAT SUR FACE. BUT FINISHED WELD NEED NOT BE PERPENDICULAR
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TO FLAT SURFACE.
(a) PARTIALLY FILLED WELD.
(b) FLUSH WELD f
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FIGURE 1 WELDS ALONG PRE EXISTING FLARED EDGES I
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.Q 2-CS-C5, Rev. II e
April 18, 1984 i
QUALITY CLASS I, II, III, AND IV CIVIL / STRUCTURAL CONSTRUCTION SPECIFICATION FOR TE f
SOUTERN CALIFORNIA EDISON COMPANY SAN ONOFRE NUCLEAR GENERATING STATION UNITS 2 & 3 SAN ONOFRE, CALIFORNIA CDM SONGS 2 E E CONTROL i
SPECIFICATION NO. CS-C5 RECEIVED STRUCTURAL STEEL ERECTION gy jgg I
CDM AITE
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JOB 10079 BECHTEL POWER CORPORATION NORWALK, CALIFORNIA
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Bechtel Power Corporation ENGINEERS - CONSTRUCTORS
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..e CS-C5, Rev. 11 April 18, 1984 1
CONSTRUCTION SPECIFICATION REVISION RECORD SAN ONOFRE NUCLEAR GENERATING STATION UNITS 2 & 3,
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navisso raoss
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Rev. 0 6-20-74 Initial Issue: Title Page, Pages 5-1 and 5-1 thru 5-9 V~
Ravi 1 8-29-74 Pages 5-1, 5-2, 5-6, and 5-7 Rev. 2 10-7-74 Page 5-9 i
R4 v. 3 6-19-76 Title Page, Pages i, ii, and 1 thru 9 Rev. 4 12-21-76 Title Page, Pages i, 11, and Fases 2, 7, and 8 Rev. 5 3-31-77 Title Page. Pages i, ii, and Pages 1, 2, 3, 5 and 6-
~
Rev. 6 10-24-78 Title Page, Pages i, ii, and'Fages 2, 3, 4, 5, 6, 8 and 9.
Incorporates SCNs CS-06, dated January 26, 1978, CS-28, dated April 5, 1978 CS-45, dated April 26, 1978, CS-76, dated September 15, 1978 and FCRs 11970 and 12042 (
i Rev. 7 5-15-79 Title Page, Pages i, 11 and Fages 2, 8 and 9.
Incorporates SCN CS-120, dated April 10, 1979, as modified and SCE C5-140, dated June 19, 1979.
y _
1 Rev. 8 4-30-80 Title Page, Page i, 11 and Fase 9.
Incorporates SCN CS-224, dated April 11, 1980.
Rev. 9 9-3-82 Title Page, Pages i, ii. 1, 2, 5 and 7.
Incorporates ANSI /ASME M45.2.5-1978.
Rev. 10 8-8-83 Title Page, Pages i, 11, 1 thru 10.
Incorporates SCN CS-410, dated March 15, 1983.
t Rev. 11 4-18-84 Title Page, Pages i, 11, 1 thru 4.
Incorporates SCN 3
CS-463, dated Februnry 15,1984 and SCN CS-471, dated March 21, 1984. Atled typendix A Pages A-1 and A-2.
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- Each technical change to this specification is j(-
identified by a black bar (with the applicable revision I
number) in the margin of the affected revised page.
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CS-C5, Rev. 11 April 18, 1984 SPECIFICATION NO. CS-C5 STRUCTURAL STEEL ERECTION TABLE OF CONTENTS Paranraph No.
Title Pm 1.0 General..........
1 2.0 Abbreviatiens.
1 3.0 Governing Codes and Standards.
1 4.0 Connections....................
2 5.0 High-Strength Bolted Joints............
3 l
6.0 Erection 5
7 7.0 Welding.
8.0 Surface Preparation and Painting 9
9.0 Storage of Material................
9 10.0 Acceptance Criteria for Minor Linear Indications in Structural Steel Members..........
10 Appendix A Bolt Testing Program.
A-1 l11 l
11
CS-C5 Rev. 11 April 18, 1984 f-SPECIFICATION No. CS-C5 STRUCTURAL STEEL ERECTION i
1.0 GENERAL 1.1 The work includes furnishing all labor, supervision, equipment,
{ and all operations necessary for the erection of structural steel i
for.the Sea Caefra Nuclear Generating Station Units 2 & 3, in accordance with this specification and the Approved Engineering Design Drawings..,m n
1.2 Erectionindhefieldlshallbebyboltingorarcwelding,as shown on the approved Engineering Design Drawings.
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.,.,,y 1.3 The project quality assurance program for Fire Protection System and components, which are Quality Class III~or'IV,shall be same as 11' for Quality Class II items.
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o 2.0 ABBREVIATIONS 3
p The abbreviations listed below, where ushd in'this specification,
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shall have the following meanings:
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.AISC - American Instih te'of Steel C$es~truitio'a"'.
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o ANSI - American National Standards' Institute"*' "^* -
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API ASME - American Society of Hechanical Engineers,
ASTM - American Society for Testing and Materials AWS - American+ Welding. Society _
xo, AWWA American Water,Wohkk Association
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...n i08MA - Occupational Safety and Health Administration a
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3.0 00VERNING'COOES AND STANDARDS
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Erecting structural steel shall conform to the following governing codes and standards to the extent indicated by references herein.
The date of issue (or revision) indicated shall apply:
1.
AISC, Manual of Steel Construction, Seventh Edition 2.
AISC, Quality Criteria and Inspection Standards - 1971
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1 3.
AISC, Specifications for Structural Joints Using ASTM A 325 or A 490 Bolts - May 8, 1974 m_.
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4.0 CONNECTION _S 4.1 General Coat contact surfaces of sliding joints with "Lubriko" L-206-2K10 i
waterproof 10 percent graphite grease before field assembly in all areas except containment (Quality Class III).
f 4.2 Bolted y '
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,r All field' connections shall be onde-using ASTN A 307.-unless otherwise shown on the Approved Engineerias Design Drawings.
All bolts shall be tested per Appendia A as they are received g
from the Vendor and before they-are> released.te_the field.
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ASTN A 307 Structural Steel' Bolts (S/#'-9 8 above)N be fastene to a "snus tight" condition. 'The "some ti dt,".)esedities is defined
.in AISC, " Structural Joints Using ASTN A 325 or A 490 Solts",
4 Section 5, Paragraph "C", May' 8l 1974Ledities. ASIN A 307 bolts 1
(3/16" p up to 5/8") may be tightened annually and.shall be con-sidered acceptable if no measurable gap exists between the out l
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u.s and the connected element.
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' %-;ms 4.3 Welded _
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. > me. ;. 3,- a u Field-welded connections shal1 Y made where'shows'em the Approved Engineering Design Drawingsi lm;
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5.0 HIGH-STRENGTH BOLTED JOINTS a
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' *' ' i 5.1 General
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.c m a Connections and surfaces of joints, including welded 5.1.1 -
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connections, shall,be~ erected-in'secordance with the AISC
" Specifications for_ Structural Joints Using ASTN A 325 or l
For all'connectione'using A-490-N and A-325-N i
A 490 Belts."
(bearing type connection) bolts / plate washers need not be i
used os long slotted holes provided that the primary load transmitted by the connection is not in tension and is a shear lead essest to the long slotted' direction. For all connections j
using A-490-F and A-325-F lfriettoa type connection) belts, plate washers shall be used on loss eletted holes.
All bolts and fastenere'shall be galvanized when used 5.1.2 with galvanized assemblies except ASTN A 490 (not to be used-t with galvanized assemblies).
I All high-strength bolted connections shall be made 5.1.3 l
with ASTN A 325, ASTN A 449, or ASTN A 490 high-strength I
. bolts, with threads allowed in the shear plane as indicated on Approved Engineering Design Drawings.
5.1.4 Tapered washers shall be used on bolted connections
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where steel shapes make such washers necessary for full bearing.
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CS-C5, Rev. 10,,, ;
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August 8p 1983.. _., u -
b.
Ten percent of the fasteners (but not less than
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two fasteners) randomly selected in each connection
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shall be inspected with a torque wrench. The torque wrench shall be calibrated in accordance with the manufacturers instructions (report 1-101 shall meet the minimum fastener tension as speci-fied for A325(F9T) or A490(F11T) bolts. In.addi-tion, 100 percent of all TS fasteners shall receive
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visual. inspection;to verify that the end has been g o=
brow..ff...
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Note
,The. fastener may; tend to. turn in the hole when checked with a torque wrench. This s.
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turning does not in itself indicate failure to pass inspection. Any turning shall be a u ; u. mv y y. c..; e assitored by the. inapector., g 3
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n va h MS.w.Ths: calibrated-wrench tightening, method shall be~ in l
, war n,;;; s accordance.with AISC specification ' referenced in'
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,.i % eItem 3 of Paragraph 3.0.
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y 5.3 Inspection of Boltina
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Inspectionofboltingshallincludevisualinspectionsofboltingi l
operations and torque wrench inspection of completed coamectios.' M Connection points shall be visually inspected in'accordsace with ANSI / ASIS M45.2.5 Sections 14.1 and 7.4.2....
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o 19 6.0 ERECTION p:
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6.1 General 6.1.1 Except as stated herein or shown on the Approved Engineering Desiga. Drawings, the erection shall conform to AISC " Specifications for,the Design, Fabrication, and Erec-tion of Structural. Steel for Buildings,"Tand the AISC " Code of-Standard Practice. fort Steel Buildings.and Bridges."
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6.1.2 All parts of all esterial'shall be assembled and erected I
as shown om,the; Approved Engineering Design Drawings and all estehmarks ofrthe asamfacturer shall be.followed carefully.
Naabers shall met be overstressed during erection, and hammering that shall damage the members shall not be ~ permitted, i
,m.. 6.1.3' Frecautions shall-be taken to protect the finished concrete floor surfaces and adjacent work from damage. Green concrete floors shall not be overloaded. Steel members shall not be stored directly on the floor. Pads of timber or other cushioning material shall be placed under steel.
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6
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CS-C5, Revo 10 g
August 8, 1983 6.6 Cuttina Torch The use of a gas cutting torch" in the field for correcting fabrication errors is acceptable in the following instances.
All other gas torch cutting shall be prohibited unless approved by the Project Field Engineer or his designee.
6.6.1 Cope beams (coping shall be in accordance with AISC Standard Datailing Practice).
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m h '6.6.2 Flame cut end of beams >(where fabricated,too long) and 4
G relocate holes to naintain proper edge distance..
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- 6.6.3:
Pluswelding,flamecutting(fordilot;holeonly)and reaming misaligned bolt holes.
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I 6.7 Tolerances 4
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' 6.7.1 All etructural framing shall be; vertical or. level withia.
thelimitsspecifiedinthespecificationsaadcodeslia"AISC
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Quality criteria and Inspection Standards.
, yg \\ g 6.7.2 Where concrete placement does not allow a' minimum of 1/4 inch between the beam end and the face of the insert plate,
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the field may flame cut the beams to obtain the regatred l
clearances.
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6.7.3 Fabrication errors shall be elesely3centro prevent corrections of, misaligned holes by reasing la encess of AISC tolerances. Burning of bolt holes shall not be,.
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permitted unless specifically approved by the Project-Field Engineer or his designee.
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- h 6.8 Temporary Removal of Stiffenina Plates I
Whenever a situation occurs where stiffener plates are so l
positioned that erecties and/or cosaection of a member is not feasible, the stiffener plate may be, removed temporarily, the necessary erection and/or connection made, and the stiffener plate replaced at the location specified by Engineer-ing design drawing.. Welding of stiffener plates shall be in.
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accordance with procedures specified on Engineering and/or i
Vendor Drawings.
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7.0 WELDING
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' 7.1 General l
Welding shall be in accordance with AWS D1.1-72 and with Engineering approved welding procedure specifications.
Project Field Engineering shall select the appropriate t'
welding procedure specification.
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CS-C5, Rev, 10.cr August 8,'1983 "
n.
7.6 Removal of Attachments Welded to Structural Steel 7.6.1 Welded attachments meeting the requirements'of CS-C16 l
may be left in place or may be removed leaving a maximum 1 inch stub attached to the member. The attachment or the stub shall be removed when necessary for aesthetics, for safety or for cases of interference with other attachments.
They, meet the requirements of Specification CS-C16, a n%ne.
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y-6 7.6.2" ' Removal" of welded attad===ts to structural steel shall be in accord with Bechtel's General Welding Standard for Struc,tural Steel.
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7.6.3 In the event the removal process reduces the specified material thickness, the procedure specified by ASTM A 6-72 sha11 be followed to rework the perent metal..
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..-q'Imperfectionswhicheseeedthelimitations. established
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A 6-72 Sections 8.3.2.1, 8.3.2.2, and 8.3.2.3;shall be reported on.an NCR.
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s 8.0 SURFACE PREPARATION AND PAINTING e
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8.1 Surfaces of connections and splices or steel to be embedded shall not be assked prior to painting of prime coat. :They,will be.*
painted wit!. an inorganic' sinc paint of 3 mils =d=i=== dry-film
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thickness.
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8.2 Surface of bolted connections and splices to, receive second and subsequent coats of paints shall be masked prior to painting i
within a boundary 1 inch outside the perimeter of the bolt group.
8.3 Surface preparation and painting shali conform to the Field
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Painting Construction Specifications No. CS-A1, CS-A3, and CS-A4.
i 8.4 Filler plates are not required to be painted on contact surfaces.
f 9.0 STORAGE OF MATERIAL 9.1-Streetnesf asterial, either plain or fabricated, shall be stored above the ground upon platforms, skids, or others supports.
Meterial shall be kept free from dirt, grease, and other foreign matter that woeld be detrimental to erection.
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9.2 Bolts, studs and other structural material exhibiting lightly coated, tightly adhering rust or corrosion shall be acceptable.
j Loose mill scale shall not be cause for rejection. Heavy flaking corrosion or severe pitting caused by corrosion shall be cause for rejection. Use of materials exhibiting questionable degrees of corrosion, shall be determined by Project Engineering.
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CS-C5, Rev. 11r 1
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f-April 18, 1984-
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APPENDIX A
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BOLT TESTING PROGRAM
1.0 INTRODUCTION
This procedure ' describes the testing program requirements for certain bolts received by BPC at San.Onofra Units 2,and.3 Receiving Warehouse.
2.0 GENERAL ' ^
2.1 Immediately upon receipt of bolts requiring testing, QC shall initiate an SDR and select samples for, testing.
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2.2 After sampling, bolts may be released,for use upesl receipt of an,
g J approved RSN, which must includeithe teams and badge ausber of' i
_f the receiver.
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2.3 ' The resulting test report shall be submitted to t.he receiving QCE.
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3.0 SPECIFIC INSTRUCTIONS Or m.
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I 3.1 All Quality Class I and II and ASME< Section III;ascher bolts,,p 4;.3
, stud bolts, and single headed bolts purchased and' received by *" '
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BPC shall be tested except as followes,
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Bolts included in or with equipment or ass lies, such'es
.stractural steel'.h
~i pipe support frames, eiscellaneous frames,lshedded plates, ete.P.
members, pipe orifice flange assemblies'.'a 2.
Bolts smaller than 1/2" in diameter 3.
Nuts and washers with bolts or rec'ived separately.
e 4.
U-Bolts 5.
Rock Bolts I
6.
Espaasies Bolts l
I
.,7.
Euck Belts 8.
Pipe Hanger i
9.
Nelson Studs 3.2 Sample groups shall be determined considering the following:
1.
Bolt shipment 2.
Bolt type (anchor bolts, stud bolts, single headed bolts)
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UNITED STATES
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NUCLEAR REGULATORY COMMISSION le n
WASHINGTON, D. C. 20555
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May 3, 1984 j^.
Docket No. 50-206 MEMORANDUM FOR: Thomas W. Bishop, Director Division of Reactor Safety and Projects Pegion V FROM:
Darrell G. Eisenhut, Director Division of Licensing, NRR
SUBJECT:
SAN ON0FRE NUCLEAR GENERATING STATION, UNIT NO. 1 -
DISABLING OF RHR SYSTEM - TIA 84-29 Enclosed is our evaluation of Southern California Edison Company's plans for disabling the San Onofre Unit I residual heat removal (RHR) system in order to perform system maintenance.
Based on test results provided by the licensee we are satisfied that in the absence of the RHR system the present low level of decay heat in the reactor can be adequately removed by natural convective losses to the environs. We are also satisfied with the steps taken by the licensee to ensure a uniform boron concentration in the primary system in the absence of forced flow. However, we would request that the licensee keep the reactor trip breakers in the open and racked out position during the outage as a precautionary measure against increased heat loads following a rod withdrawal accident.
In conclusion, we approve, on a one time only basis, of the licansee's proposed action to remove both trains of RHR from Service for common train maintenance.
This completes NRP. actions pursuant to the TIA 84-29.
M Darrell G. Eisenhut, Director Division of Licensing Office of Nuclear Reactor Regulation
Enclosure:
As stated cc:
R. Wessman J. Martin, Region V G. Holohan H. Canter, Region V
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E. Butcher A. D'Angelo, Region V N
-k M. Caruso swa
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