Text

Forwards Std Format for Responding to Allegations or Concerns Re Plant W/Appropriate Instructions to Typist for Assembling SER for Commission.Related Documentation Encl, Including Legend for Justification of Sser 21 & 22
	ML20236U114
Person / Time
Site:	Diablo Canyon
Issue date:	11/30/1983
From:	Knighton G; Office of Nuclear Reactor Regulation
To:	Parr O, Rosa F, Shearon B; Office of Nuclear Reactor Regulation
Shared Package
ML20236U046	List: ML20236U044; ML20236U091; ML20236U101; ML20236U114;
References
	FOIA-84-21 NUDOCS 8712020293
	Download: ML20236U114 (198)
	v • d • e

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c MEMORANDUM FOR: Attached List

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~l FROM:

George W..Knighton, NRR Member j

Diablo Canyon Allegation Management i

Program Staff

SUBJECT:

GUIDANCE FOR PREPARATION OF THE DIABLO CANYON ALLEGATIONS EVALUATION i

In our memorandum of November 29, 1983, on the above subject you-were advised

'i that a standard format for responding to the allegations or concern was in preparation.

Enclosed is that fonnat with appropriate' instructions to your typist.

It is hoped that using this format and typing instructions will permit us to assemble the SER for the Commission without reprocessing your work.

i

{

If you have several allegations or concerns on the same issue you may include j

them on the same task evaluation sheet.

The item " Implied Significance to i

Diant Design, Construction or Operation" is designed to focus on the impact

{

suggested by the allegation or concern.

The " Assessment of Safety Significance" would present your detailed assessment of the safety significance the perceived impact would have on the health and safety of the public.

This assessment should include any generic consideration of the concern applied to the plant.

where appropriate. The " Staff Position" should present our regulatory position developed with respect to the allegation and should consider the impact on low power and full power licensing.

5 Should the " Staff Position" require specific actions to be taken to resolve 1

the allegation or concern, the actions and the schedule necessary would be presented under " Action Required".

e 8712O20293 871123 PDR FOIA GARDE 84-21 PDR

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It must be stated again, that the short review time demands quick determination of informatin needs. We have received only limited contacts to date for information.

,,.W Georg}e/4.Knighton/NRRMember Diablo Canyon Allegation Manageme,nt Program Staff

Enclosure:

As stated cc:

R. Mattson R. Vollmer T. Speis D. Eisenhut T. Bishop R. Houston L. Rubenstein D. Muller J. Knight l

W. Johnston F. Rowsome H. Schierling l

l DISTRIBUTION:

Document Control 50-275/325 NRC PDR l

LPDR PRC System LB#3 Reading JLee dimmightum HSchierling i

BBuckley TMNovak d

INSTRUCTION TO TYPISTS Start each task on a separate page.

Type all entires in letter gothic typeface.

Type all text flush to left margin (see sample format below).

Double space between all title lines (underscored titles) and text (see sample format below).

l

>/m Ch L W V +pw SAMPLE FORMAT Task: Alleaation or Concern No.

ATS No.:

BN No.:

Characterization Start text here inalied Significance to Plant Design, Construction or Operation Start text here Assessment of Safety Significance Start text here Staff Position Start text here Action Required Start text here

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LADDRESSEES Olan Parr, Chief Auxiliary Systems Branch Division of Systems Integration

'l Faust Rosa, Chief l

Instrumentation & Control Systems Branch l

l Division of Systems Integration Brian ~Shearon. Chief L

Reactor Systems Branch Division of Systems Integration

^

Vincent Noonan, Chief

)

Equipment Qualification Branch

. Division of Engineering George Lear, Chief Structural and Geotechnical Engineering Branch Division of Engineering Robert Bosnak, Chief Mechanical Engineering Branch Division of Engineering Ashok Thandani, Chief Reliability & Risk Assessment Branch Division of Safety Technology i

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':. . %ff)L ffgg f s na. %num I 5 = cr Pipe Hanger Tolerances [% February .1977 _,QF- / g bWSM M ~ g u p M N. h. A. G. Walther hg;/g ATTENTIO!!: f This tremo is m1tten to confim and document verbal agreemnt on tolerances for gaps reoutred on piping hangers as described beloit. . tHth your apprcycl. conditions 1 through 4 will be incorporated in the contractor's inspecticn documnt as acccpteble inst:11ctions, arid condi.tions 1 through 3 Will require As-Cailt" docu:rentttion. . becreased radial gaps and' axial gaps on hangert with gapn. __,. ._1 specified as 1/8) or less,betveen the pipe,or pipe attac!mnt, cr.d hangcr es.ber are acceptable, providing..th:re'al pipe groxth will not ~ccuse bitidirig in"the hot conditien, Sinding is deffned , _ _n =- g_- - as resistence to axial mye. ment for radial gaps and'rcsistance- .7 .to rotational. Svement for i.xfai gaps,. .a.._____ _.u._... .......-...._...:.=. " Tee-Shoe" asser:blies canted relative to hant.:er/ shoe inter. face t: J 2. ~

x. are.acccg.-ble, providing gap requirements arc. cat at' the

~ =- wo--- .minitra clearance p9 int between eating. surfaces. end the', ter.. '.. '7 difference batt:aan cui::: n and mir.ict.ca clearance is't!3.grea ( ~_., ' ~ ~ ---.r.~" ..J-'-'-.t .m.r, __.y h 1 # "..'..~.~.' .=:-::. .~ ,,5 ..y !!3nger support or rostraint lugs installed en pipir.g are -J 3.: than 1/1G" in tha .acceptabic, providing gaps do not very raore

support plane. The gap ecceptence criteria will apply or.ly to the. lug er lugs with the Icast gap.

~ 4.' A clearente gap of up to 1/8" battreen pipe or pipe attac!c:ent<. l and the support is eccephble where a 1/16" cienrance 95.p isWEh p:w., specified. Torm. ce pr ro exc EED %a". (;%.-4' i f ,e ar.a recurn a ccM. e N. at,sro' val of" tire,se tolercaces by .c . P131se,3ch ul.b e c ~ py o t &.. _ _. ~ ff.o ,,,,.Q q, 7 ( . ' ~ ~ f.-- Hechanical Resident Engineer ,q C ~ c-f,, w _,,._. M e.R., TRES!.ER .. ~ i, s mI. .=.=..--,,,__.:' . j / /. 1 MRYresler:fr / 2 :-- cc: file ., - _ _ _.--.,-.-..m 3 g, 3 ... htnowledged: _ e ',.<<., -r '.', I.,' } " '

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y.- -. -.. - -. ~. - -.. -. -... - W3 { '} () L ' Pp '...*t,A -- COM P A N Y U J IM, s., STATION CONSTRUCTION Dm sm on ,Ccentucur Diablo Canyon Project } - l kb' Y r *. en ov s.,ccr Pipo Hanger Tolerances February 18, 1977 '"~~~%-...... l 5 ) 4-ATTEUTION: A. G. Walther l l This merco is written to confirm and do' eument verbal agreement on l l j tolerances for gaps required on piping hangers as described below. ) With your opproval, conditions 1 through 4 will be incorporated in the contractor's inspection document as acceptable installations, and cionditions 1 through 3 will require "As-Built" documentation. i ) 1. Decreased radial gaps and axini gaps on hangers with gaps l l specified as 1/8", or less, between the pipe, or pipe attachment, l ) and hanger member are acceptable, providing thermal pipe growth I will not cause binding in the hot condition. Binding is defined as resistance to axial movement for radial gaps and resistance to rotational movement for axial gaps. 2. "Tec-Shoe" asseru> lies canted relative to hanger / shoe interface (- are acceptabic, providing gap requirements are met at the minimu;u clearance point between mating surfaces, and the. difference between maximum and minimum cicarance is no greater than 1/8". l 3. Assume straight line translation at the hanger along the pipe axis. On any set of lugs which will take a load, one-half of those lugs must be gapped in such a manner that the largest metal-to-rretal gap minus the smallest rnetal-to-metal gap has a dif-ference smaller than 1/16". 4. A cicarance gap of up to 1/8" between pipe or pipe attachment and the support is acceptable where a 1/16" cicarance gap is specified. Total gap not to exceed 3/16". please acknowledge your approval of these tolerances by signature, and return a copy to me. M. R. TRESLER b Hechanical Resident Engineer i MRTresicr:fr, h H* o cc: file (8 fAcknowlcoged: Q, M ne n +a

) ~ ,m .~. L G-JU) Y JBM/ ] e 1 HJir/ a i DIABIO CANYON PROJECT ENGINEERING OFFICE i SPECIAL' INSTRUCTION MN [ ] fPW/ TITLE: DESIGN QUESTIONS SUBMITTED BY STEAx GENERATION DEPARrnsNT pg 5 j 00 5 ? l 1. PURPOSE j The purpose of this Instruction is to establish and document how the Diablo J J Canyon Project Engineering Office will process and control design questions submitted by Steam Generation Department. l i I 2. APPLICABILITY j This Instruction is applicable to PG&E Project Engineering Organization activities for Diablo Canyon. 3. GENERAL Design questions include but are not limited to Plant Design Coennents, letters and memoranda. i 4. RESPONSIBILITY A. Steam Generation Department is responsible for logging and transmitting design questions to the Diablo Canyon Project Engineering Office. B. Diablo Canyon Project Engineering Office is responsible for logging, transmitting, distributing, and following-up on design questions within I the Diablo Canyon Project Engineering Organization. C. Engineering personne1'with3m the Diablo Canyon Project Engineering Organization are responsible for taking action on design questions in their areas of responsibility. 5. PROCEDURE A. Design questions are transmitted by Steam Generation Department to the Diablo Canyon Project Engineer. B. Design questions are received by the Diablo Canyon Project Engineering Office (DCPEO). n

~ .._2,_..,........;__._,__. .....~m..,.. a C. DCPEO reviews, logs and prepares a transmittal letter to the appropriate Y discipline supervisor from the Project Engineer. D. The Diablo Canyon Project Engineer will review design questions and sign j transmittal letter if he concurs. E. The appropriate discipline supervisor will forward the design question to the assigned engineer for action. F. Assigned engineer will prepare a reply to the design question and initiate action to resolve the design question. G. Reply will be reviewed and approved by the appropriate discipline super-i visor and forwarded to DCPEO. H. DCPEO will review, log and prepare a transmittal letter including'the I response to the design question to. Steam Generation Department. I. Diablo Canyon Project Engineer will review and sign transmittal letter if he concurs with the response. J. DCPEO and Steam Generation Department are responsible for follow-up to assure that responses and resolutions to design questions are made in a timely manner. 6. DOCUMENTATION l Distribution of responses to design questions will be as follows: l I Original - Steam Generation Department I copy - Appropriate Supervisor l l 1 copy - Project Engineer 1 copy - Project Engineering Office 1 1 copy - Project File Others as determined by DCPEO l NOWM kr 2.2 l$71 ) 1

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.L, y __' y. ..s.u_ Y) Di$C#EPANCY REPORT .M. s ',No. l of 2: 8802 Page e a 288 R1 Cont./Supp. H.P. Foley Cont./Stipri.I.D. No. PGGE No. -g ~ INSPECT 10N SECTION Unit I 6 II H.P. Foley' installed concrete wedge stud anchor. bolts. Discrepant Item: j Explanation of Discrepancy: H.P. Foley Company ordered and installed some
j concrete anchor bolts which were too short to meet minimum embedment criteria l
of the installation drawings. f&h 4-19-77 q Field igr./Inspe6 tor Date l CLASSIFICATION Eh DISPOSITION Minor Variation Deviation.. X Disposition: see attached. 1 The following members of the Materini Review Board concur with the above 111sposition: (For Minor. Variations, only Resident Engineer's signature required.) INDEXED RMS 9M3hd 4-= n ~ 1 Resid ni Engineer
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.Date Db) Y2/f']f n =-2 L y 'Oate' " ' ' ' / ' Nam p (Dat ef JUN 141977 95/M G/ WM f t ] N=a Date Name Dat'e hflYll b/sv e',/ &/.A, f,//t/)& /) re ltesponsihlc/r Engineer Date ' Supervising Enginect /'Date DISPOSITION ACCOMPLISHED Romarks: #, 4 - I;ield Enr.inecr/ Inspector Date STEPS TO PREVENT RECURRENCE (Deviations Only) The majority of the improperly installed anchor bolts were installed prior to imple-mentation of installation procedures by the H.P. Foley Company. This procedure is now g *f'f m / 7)ff9 6-22-77 in effect. Itcsid6nt lingineer Date M Lupaca Attachments Report Completed Coor.Q.C. I:ngr. Dir.-Q.A. WA-1 ~ g Proj. Super. Resp. lingr. E-72 -1/2" / l. Q.A.-Site _ Supv.Insp. Engr.(C.O.) Coord2nating QC hnntnapr _~ g f;7 Resistent lingr. Proj. Engr. E-72 -3/8" / Dite L__ _-_ .mjimm knoW W
,/ '. Page 2 of 2 Discrepancy Report ,d DR-288 A .O A test was performed (Electrical Department Explanation of Disc,repancy: Test Procedure WA-1) to determine the minimum embedment required to meet design loading by H.P. Foley Company installed electrical raceway an'd equipment supports. The maximum design loadings for various sized anchors was determined by multiplying the Table A values in 054162 by 1,66 by the direction E.P. Wollak, Supervising Civil Engineer. As a result of test WA-1 it was determined that embedments of 1 1/8" for 3/8" anchors and 1 1/2" for 1/2" anchors would give adequate pull out strengths. 1 A field inspection was made of 5081/2" anchors and 514 3/8" anchors to deter-mine embedment. As part of the inspection the nuts were removed from the studs and the exposed studs were measured. During this inspection no stud anchors were found to have embedments less than the values detennined in WA-1. Upon reinstalling the nut's on the studs and torquing the nuts,- five l 1/2" and two 3/8" stud anchors were discovered not to be set in the concrete. In further torquing two of the 1/2" and both of the 3/8" studs set with 1 adequate embedment after some slippage. Three of the 1/2" anchors were pulled out of the wall and later replaced by H.P. Foley in accordance with ) their installation procedures. 1/2" and 3/8" stud anchors were inspected because these sizes represent well over 99% of the stud anchors used for raceway support. Disposition: Accept as is. An inspection of a representative sanple of installed stud anchors shows that less.than 1% are improperly installed. A vast majority of the stud anchors installed by H.P. Foley are installed with embedments exceeding those required in 054162. This and the conservation of the raceway support design means that it is unlikely that the failure of one anchor in a support would cause the l support to fail. It is extremely unlikely that the small number of improperly i installed stud anchors would lead to failure of mutually redundant circuits. l Y L
. <. ;. c ..m. m. g', { t* N. .e INSPECTION REPORT ' %te L-12-77' Discrepancy Report No. DR-288 ]D2scription of Work to be performed: i Inspect enbedment of 3/6 inch'" wedge stud anc}iors. j 4 l l l-4 l I Inspection ilold Points: Determine stud length using ultrasonic transducer. Measure stud length j i exposed from concrete. ' Calculate stud enbedment. Accept enbed=ents of ' { 1 1/8 inch or more. Reject enbeeents less than 11/8 inch. NOTE: Any 3/8" stud anchor with less than 1 inch egosed will be acceptable and it is'not necessary to measure stud length ultrasonic 1y. Fark acceptable-studs with. green paint. Mark rejected studs with red paint. Inspect 500 anchors. Anspector assigned E. Whited Inspection plan approval b-19hident' EngMeer Sumnary of Inspection Results: See attached f Replir work completed by: PJfA Date Ph j 4/,e/n ^ l . prove 4 by: nat. b. 4 E-72 (Rev. 3-25-77) I
tl ...-. s y. '%g,, .DR-288 f /.' Summary of Inspection Resul.ts_ (Continued) ) Results of Inspection of 3/8 inch wedge stud anchors $14 bolts were inspected per DR 288 and the following listing of amounts and location were found to be acceptable by visual measurement criteria: Elevation Amount Area + 69 D 85 42 C 85 42 8 85 24 B 82 6 A below 85 44 FE-FW 85 10 K 100 26 K 73 65 H 128 60 H 115 60 H 100 448 The following list shows amounts and location of studs that were inspected with an ultrasonic measuring device and were acceptable: Amount Area Elevation 3 D 85 '2 C 85 2 B 82 5 FE-FW 85 2 GW 115 4 K 100 9 K 73 3 K 64 13 K below 64 15 H 128 5 H 115 1 H 100 64 2 suspect studs on E6679, when nuts were torqued to specs. (25 pounds), pulled out of concrete two inches. When checked ultrasonically it was noted that they were 31/2 inch studs and the enbed was acceptable. However, with that much stud out of. the concrete, it required two washers for spacers between clamp and threads in order to tighten nuts. Additionally; visual inspection of acceptable anchor bolts, by measuring thread length,' indicated that the enbed of these bolts exceeded 1 1/2". The ultrasonic tests showed that, in all but the two above mentioned bolts, the enbed was two inches or more. J L________________________________________.__________________
l i 3 INSPcCTION REPORT l ) DR-288 l I April Si 1977 Discrepancy Report No. Dato l Description of Work to be performed: l Inspect inbedment of 1/2 inch, edge stud anchors. Check 500 anchors at random w in various locations in the plant. i J l Inspection Hold Points: rieasure exposed length. If exposed length is lese than or equal to lb" then accept. If greater thar 1t then measure thread length. If thread lergth 1 1/8 then reject. l I l If thread length 10" and exposed length is 2d" accept. If exposed length is between l l 20 ard 2 3/L reject. Between 2 3/4 ami 4" accept. Reject 4". l l 4 (see at'tached) l l C. Holmes Inspection plan approval Inspector assigned Residern Engineer l ' Sunnary of Inspection Results: l l See attached. i Date ' l/ /,77 Inspected by : v w I Repair work completed by: A)k Date ) N,n'-,q Approved by: \\. A Date 't'~ e J q ..c7dRev,9-85-77)
.-....m...._.__._.....__.. 1 j ,j f. ' N. k 7.' INSPECTION REPCET DR-28il ,I (Continued) / l \\ Exposed length Thread Length Accept / Reject Accept Ali" l 71&" 1 1/8 Reject 62ha 1 1/4 Accept 2 3/47 EL> 21 11/4 Reject 4 2 ElR 2 3/4 1 1/4 Accept >4 1 1/4 Reject Paint er:d of acceptable studs green, rejected red. Note the location of all rejected studs.
SUMMARY
OF INSPECTION REEULTS (Continued) 508 wedge stud anchors were inspected, at random, in the following amounts by area and elevation: Amount Area Elevation 9 H 128 41 A 85 1 B 85 m 80 K 115 43 K 100 41 K 85 41 K 73 43 F6G 117 124 GW 115 70 GE 115 15 GE 100 508 DISCREPANCIES : 2. '2 3/4" x 1/2" wedge stud anchors were found in area GW, Elev.117' on J 7 wall between 15 15 lines that pulled out to 1 3/4" before setting up. 1 - 2 3/4" x 1/2" wedge stud anchor was found in Diesel Gen 1-3 room at approx. 88', over s. compressor, that pulled out same as above. 1 - 2 3/4" x 1/2" wedge stud anchor was found in Diesel Gen. 1-3 room at approx. 88' over n. compressor, that would only spin in hole. The threads were damaged on this stud and a thread chaser was used to clean up threads, when nut was replaced and tightened the stud set up to torque spec's with acceptable enbed. 1 - 2 3/4" x 1/2" wedge stud anchor on right upper support for LPH65C (n. wall ds1. gen. 1-3 rm) pulled out of wall as nut was tightened. This happened to be the first suspect stud we came across and nut was not tightened to see how far stud would move before setting tight. After experiencing some similar situations we returned to this stud, tightened it to torque set and found it to have an acceptable enbed. - - - _ _ _.. - - _ ~ _ _ _ _ _ _
,.-.,m, ._..m 7~'-(- q ,o . STATION CONST. DEPT. PACIFIC GAS cnd ELECTRIC. CO. l Off3LO CANYON PROJECT C ELECTRICAL -.d TES
T. PROCEDURE
O INSTRUMENTATION .. 'uu!T ' ou ) l .i TEST PROCEDUP.E WA-1 ~ CONCPETE WEDGE. AftCHORS-e PURPOSE: Detemine the rainimum entedment recuired to meet desien loadino required by
j j
ii.P. Foley Compan; installed electrical' racew'ay and equipment' supports. 1 SCOPE: This procedure will provide data to develon acceptance criteria for concrete anchors for the following conditions. in nominal 3,000 PSI and 5,000 PSI design concrete: (1.) effects at various stages of less than minimun embedment and (2.) anrular ~ 3 misaliennent. MATERIAL SPECIFICATI0ft: Anchors, drills and drill bits, of proper. size and, type, fren re-ular construction supplies nomally used for installation..During this test Hilti Kwik Bolts and Phillips Red Head Wedge Anchors will be tested. Concrete test slab to be selected from an area on the, construction site of the l concrete strength noted in Table 1A: ) l TABLE. OF CHANGES { L No. DATE DESCRIPTION BY APPD. O 3-4-77 Orininal Tvninn N Mti n neral Revision OC kd 1 3-29-77 e v l .)
1 l
PREPARED BY 4 W ""#'b DATE ~}-24-77 T.P. No. M-l REV., I .l ___~ o s W._
1 [ = l. c.. 4 )INSTALLATIONPROCEDURE: 1. Anchors are to be installed in predrilled holcs of the depth and diancter for I each anchor as listed in Table lA.. After the hole is drilled, it must be cleared of all loose material, liinimum anchor spacing'to be no less than 12X normal hole I diameter. 2. Ins rt anchor to a sufficient depth that the expanded anch'or, by tightening to the torque value shown on Table 1A, is within 1/10" of the depth specified in " Table 1A. 1 3. 1casure the exposed anchor length. Recora in exposed length column in Table 1A. TEST PROCEDURE: i i 1. Position test fixture over embedded anchor and connect to anchor with threaded rod of required si:e. (Reference Figure 1) Anchors will be pulled perpendicular to the concrete unless otherwise noted in the remarks column. 2. Po:,ition dial indicator to detect anchor novenant. The dial indicator extension rods shall be attached on the threaded nart of the anchor. 3. Increase hydraulic pressure until the dial indicator detects movement of the anchor. Record hydraulic pressure in applicable column on Table IB. 4. Continue increasing hydraulic pressure until one of the following conditions exist: I a. the anchor has slipped greater than 5% of ninimum enbednent b. the concrete cracks c. the hydraulic pressure reaches the equivalent of 1.06 tinos (or greater) the force specified in P G n E drawing 054102 for the appropriate concrete
strength, d.
the ancher breaks. CAUTION: Particular care uhould be taken when using the dial indicator on shallow set anchors so that a quicE' release will not damage the dial indicator. 4 T.py un-1 nev. 1 PAGE'.'4 _0_F____1_
~.~ .5. Vsnt hydraulic pressure and remove test apparatus. 6.,Using 'igure 2, " Cylinder Force vs.'liydraulic Pressure," determine load F i } applied to anchor at vAich anchor failure is detected. Record the force in the f applicable column ca Table 18. (Figure 2 was developed usinn Hydraulic Jack listed below and a calibrated gauge. See Procedure for Establishing Acceptance Criteria For Concrete Anchor Installations. Prepared by Thor.as E. Nieni, 12-10-76.) 1 TEST EQUIP!iEf!T j The test fixture consists of a base, support structure, hydraulic cylinder with a hollow ram, pressure gauge, hand operated hydraulic punp, hydraulic hose, threaded rods and lonn nuts of required size to fit anchors. (See Figure 1.) Also a dial indicator with a magnetic' base 'and various accessories to measure f anchor movement. Hydraulic Jack - Enerpac 20 Ton, flodel RCll-202, OGI. ) Pressure Gauge - Ashcroft 2,000 PSIe Duragauge. 1 l l l l .) T. Pf "^ 1 REV. I PAGE 3 OF C __ u na wn w
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I T DISCREPANCY REPORT /.,,k .!ppc. No. PRELIMINARY "R' Cont./Supp. Cont./Supp.I.D. No. PGT,E No. 288 I INSPECTION SECTION . SUPERSEDED BY RE% / j Discropant Item: Units I and II Various anchor bol'ts of 1/4", ,3/8",1/2" diameter purchased by H. P. Foley Company. Explanation of Discrepancy: Anchor bolts which are too short to be properly embedded per Dwg. 054162-2 have been on the job and may have been installed. l EC 3-sn_77 y Field Engr./ Inspector Date I CLASSIFICATION 8 DISPOSITION MinorVariation] Deviation X Disposition-1 I The following menbors of the Materini Review Board concur with the above Disposition: l (For Minor Variations, only Resident Engineer's signature required.) l l If Nl 3-31 77 UResident Engineer Date l Name Date Name Date Name Date .Name Date Responsible Engineer Date Supervising Engineer Date ~ DISPOSITION ACCOMPLISHED Remarks: l l Field 1:nginecr/ Inspector Date STEPS TO PREVENT RECURRENCE (Deviations only) l 1 1 i Resident lingineer Date topics Attachments Coor.Q.C. !!ngr. Dir. -Q. A. Report Completed Proj. Super. Resp. Engr. Resident Engr. Proj. Engr. Q.A.-Site Supv.Insp. Engr.(C.O.) Courittnating QC lingnuer Date g QA-2 (nev. 12-16-76)
y.,.,.h 3 b r. c 4 a. fCtoGk a.1.0 ath e*aflCN$ 9 f a.1.1 Cencrete espanseon anchors sr.osld not be uses inossce metely. For important *crk, bolts should pref. I erably be castain place, ee.dec, or groutec in crilleo cun or in cast in-place sleeves. Where those types of installat sen are '*cr ; coo reasce segractical. 7s:.-seen anchers may oe useo, a.1.2 Provisions of this standard shall apply to the shell er st.2 type espansion anchors cesegnated in Part 8. a.3.3 Anchers must te a t least 1/2" cess.ieter. men used for st setsral ccenections or for anchorage of pipes. concusts or ducts greater than 2" diameter. A.1.a Anchors shall not be ir. stalled in prestressed concrete elen nts nor used to connect concrete elements shich must have a specified valwe af'fsre resistance. 1 A.1.5 [mbecced length of anchor sPall be esclusive of thicanets et grout pad or other overlay. A.2.0.a.,Ltoasett t.0acs '~ A.2.1 Alloeable loads sheen in Table A. as mocified by the provisions of this standard. shall apply to anchors . anstalled in ordinary concrete. + ~ ~ A.2.2 For concrete strength beteeen 2 ksi and 6 ksi linear interpolation in Table A may be used. For contrete y strength greater than 6 isi use 6 kai allowable values. For sound concrete of unknown str'ength, use ? kas values. 1 {' A.2.3 Allowable load values given in this standard shall not be increased because of short duration of Icading l (e g., for sind or sessaic loads). 1 A.2.4 ior anchors subjectee to continuous or frecuent (more than *0G times per year) reversal of loading. , allarable loads shall be 1/3 of the allpeable values giver) in.this standard. .A.2.5 Allevable loads given en this standard are intended for use at *eorking load
1evels. ! For " ultimate

p, or ' limit" Icad design purposes, tesce these values may be used.
.1'1 A.2.6 Anchors installed in lightweight aggregate concrett shall have alloesble loads equal to those provided 9 b -" for anchors in ordinary concrete with f' s 2 ksi. ' r- 'I A.2.7 Allosable loads of anchors of 1/2" or larger diameter siay be increased by 50f. if proof loading is done I j [ according to the instructions given in Part B. l l = 4 A.2.8 f f center to center spacing of anchors is less than 12 osaneters and/or if distance from egres of concrete W WA to center of anchor is less than 6 denneters, the allowable 1 cads shall be reduced in accorcance eith the j ?. fc1he seg f ort.iulae: $'A fu a 2.25 P3 _N.L.L [ 'Sg a 1.5 5g _L j a 6 'ha,6 [+3 g( C+3 shere: Py: allocable pullout load red,wced fer edge distance and/or spccing. .o Pa .ndonable pullout load from Table A ~. SD allowable shear lead reduced for edge distance . ' ~ ~ - . ~ Sa allossele shear lead from Table A no. of diameters of ancnor spacing F@ INFORMATION N : (6gN112); if N>12. use N.12. b_ C no. of eiameters of edge cistance,~ gQ (31E16): s f [>6 use [:6 Anchor spacing shall be. net less than 6 times nominal dianeter of anchor. Edge distance shall be not 85* " ' less than~3 times nominal diameter nor less than 3 inches. If edge of concrete is chaefered, edge distance shall be r.ieasured from nearest ecge of chamfer. N 3 ROOM COPY " M 1 [We\\ g wi,.$ a,m m e er si u., i 'effa o.M / n \\ A.S. Gl - UKM Cla(Ret Rrvo g oow e%MAwM 3Mff r$,e 4 d,s tprc J BC ONS P/ %., p fv i D ATI i DE sc S tPTions e own a cwao I.PVo su soo? teeGenttasmG sfanDano surfastets l surv. uC ~- sa. 4. CONCRETE EXPANSION ANCHORS FOR STATIC AND SEISMIC LCADING' 8"" ~
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-c na.,uw o., es..n os- ~ ~ oum ~ e. excme aus xuo eucmi COMPANY 054162 3 lNcht SAN FRANCISCO, CAUFC8tNK s i 4.r7 73 I. ice mn i I
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.l$ A.2.9 f or anchors on.ch ill be subjected simultaneously to pullovt and shear forces, the alle=able lose I values used must satisfy the following formula (Figure 11: A (a)"'.(B)t1 allosable loads (pullout. shear). reduces for spacing shore P * $De D or edge distance if appropriate g, Sg. allosable 1 cads to be used in cases where pullout and P shear loans may occur simultaneously For convenience in calculation. esponents in the g,gj,,g : above formula may, conservatively, be reduced to 1.0. TABLE A ALL0eaBLE LDAD (KIPS) DN EKPAN5l0N ANCHORS CONCR[T[ 5ta[NCTH. fc' NOWikAL DIAktTER 2 koi 3 asi 4 kal 5 ksi
6 tal (INCH)
P 5 P 'S P S P S P 8 1/4 .25 .30 .275 .30 .30 .30 .325 .30 .35 .30 3/8 40 .54 .50 '. 50 .50 .57 .70 .73 ~-80 .00 1/2 .70 .74 .87 .89 1.05 1.04 1.23 1.19 1.40 1.34 5/8 1.20 1.00 1.50 1.25 1.80 1.50 2.10 1.75 2.40 2.00 ~ ~ _ -. 3/4 1.80 1.50 2.35 1.80 2.90' .2.10 3.45* 2.40 4.00 2.70 7/8 2.50 2.00 3.35 2.35 4.20 2.70 5.05 3.05 5.90 3.40 1 3.30 2.50 4.30 2.90 5/50 3.30 6.60 3.70 7.70 4.10 1 1/4 5.30 3.40 6.65 3.95 8.00 4.50 9.35 5.10 10.70 5.70 P. PULLcUT : S. 5 HEAR WDTE: For expansion anchors installed in lightweight aggregate cocerete. assume f'c. 2 ksi. See par. A.2.6. ea 4 ~ ~ ,1.0 m - m w. h- . 'g \\ \\ 4 =1 l / h ', \\ ~ 4. .6- - l)/ M- '[ l \\ kl S /SO C ~, I'.E 4 .C
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\\ \\ .3- - P.0 ~ ' 50 T ~ .2-s g \\ \\ { i N .1 .2. 3 .4 .5 .6 .7 .8 .9 1.0 Pc/PD FIGURE 1 REDUCTION FACTORS FOR COMBINED PULL 0uf AND SHEAR eensnes numera em. P G & E CO. CONCRETE EXP ANSION ANCHORS FOR neaneo b STATIC AND SEl!MIC LO ADING sum 2-er .s suarTs V D 't l D C
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mo s. M. p B. INSTallaftCN 4 8.1.0 APPttcATIONS g.1.1 Provis sons of thss standard sha., a 4y to the following concrete ensansion anchors. Other esponssok anchors shall not be used eithout 4 uf ac authoriantso%cf Pe Pgineer. SwitL aNCw0#St.PHILLIPS SELF '.- "WG. PHILL IPS NONDRILL IN"a. D;aMOND. MILTl HDI R awl SABER-TDatH. STUU ANCHOR $:. KWIK.8OLT. P AltaBOLT. PrilLLIPS s[DGE. PHILL IP! ILE[VE. WCJ lT ANKR Tif C. . PHILLIPS STUD ANCHOR may be used in saaes up to 3/a" os ameter. j . WEJ.lf (original style, eitn spads-shape wedges) e'ay-te used, provideg,embesment is 125% of ~~ that shown an Table B. esth 50% of the aliceable 1 cad values shoen en Table A. B.1.2 Anchors m.sst be at least V2" diameter ehen used for structural connections or for anchorags of pipes. condusts or ducts greater than 2" diameter. 3.1.3 Anchors shall not be installed in prestressed concrete elements nor used to connect concrete elements p. shich must have a spec 6f ec value of fire resistance. " * ** - S.2.0 titST ALL Af l0N l ~ B.2.1 Installation of anchors shall be according to manufacturer's instructions as to tools, torque and
,y y tightening procedure.
9.2.2 If a hole cannot be drilled to the correct depth (e.g.. If reinforcing steel is encountered while *. drilling), a nee hole shall be drilled. There shall be at least 1/2" of sound core. rete between abandoned hole and nee hole. If an unused hole is within 4.5 nominal diameters of an expansion anchor. center to center, the unused hole shall be filled eith groot or with an enpanded anchor. J B.2.3 If amis of a drilled hole deviates from normal to concrete surface by more than 5 the hole shall not 8 be used unless specifically authorized by the Engineer. 3.2.4 Winimum required embedment. for shell type anchors. is equal to the length of shell. ' For sost shell j anchors the shell may be recessed not more than 1/4 of the nominal diameter. lastalled shells recessed i to greaterdepthe shall not be used unless specifically authorized by the Engineer. j I Winimum reewired embeament for stud type anchors is given in Table 8. ~
i Embedment length is exclusive of thickness of any grout pad or other overlay.
l l 8.2.5 Anchors shall be installed according to manuf acturer's instructions. If, after starting from finger. t eghtened position, anchor slips more than 10% of menemum r uered embedmarit while being tightened. one of the follooing rem'edial actions shall be taA g l a., Remove bolt or riut, reset anchor, repeat tightenenyt 1 =o b. Remove enchor, substitute larger diameter or longer anchor: - ~ c. Drell new hole anc install additional anchor ensch satisfies the requirements of this stancard. nL.-. B,2.6 Anchor 'scac. sng, center to center [shall ne not less ttan 6 t #mes nominal dsameter of anchor ner shall edge distance be less than 3 timee nominal diameter nor less than 3 f nches unless specif scally authersaed i ~ by the Engeneer. i* w 8.2.T if ecge of concrete is chamfered. edge destance shall be measured from nearest edDe of chaefer. B.3.0 PRODr LDADING 5 ~ When required by the [rgineer. proof 'Ictding shall be done according to th) following instructions: .f 8.3.1 whenever an installation cree starts installing anchors at a job site. each of the anchors installed by that cree shall at first be prout loaded 4n tension to 25Dr. of the alloetble pullout load desegnated by the Engineer. Af ter five successive anchor installations have been completed eithout f ailure, a random selection of 10% of the anchore of each s e te installed by the crew thereaf ter en the same project - shall be tested en the above man.n.er..
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9,8.f ','* C. .i 4 i. /,. 8 I 8,3.2 '.if.oroof leading as done by jacking against a surf ace a"res of concrete surrounding the anchor. the Jacting pressure shall be destr#buted over en annular area of inner diameter at least 3 times he. 4 . minseum reiluired emoedoent geven an Table 8. g.3.3 Criteria for failure of an ancher during proof loading ares (1) concrete cracks. (2) anchor breaks. or (3) anchor s!b during the test is greater than' 5% ' of the minimum required embedeent. ~ l i l TABLE B WIWlWUM CMgEDMCNT REQUIRCD FOR STUD-TYPE IDAs$1De ANCHORS INSTALLED IN CONCRETC Nominal ;.. . Minimum ._,c. ? Bisseter Cabedeont (Inches) (Inches) 4. v4 1-uS s i F8 1-ye i V2 2-V4 M 2'-V8 - F4 3 F8 7/8 4 1 4-U2 J 1-U 4 5-5/8 ~.. 6 Q; .w
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Q gf Pullman Power Products tso 264 A DOCUMENT NO. pmEPARED BYr R. Na h er APPROVED BYi tr, vn - p. M C-1 c '7 A PR. 2/27/81 Pa. 7/28/81 R.01denka=pp 70 BE USED PAGE FOPR F 65 ONLY ON JOB 7177 BACISIDE _ e==. = i I i mm i C @SEE 23*G 4 1 3. Kons4 mas amnese heeresses 1 l 3. Mus
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b.) DCVP PROCEDURE Nos 2 REVISION: 2 .t'. s g DATE: 4-16-82 1 q ATTACEMDrT 5_ 36 PGandE RESOLUTION S,HEET /* IDVP FILE NO: Jg((p 1. Description of concern [%) Open Item with future setion by PGandE l [ ] Deviation [ ] Class Error Y b .$L(),pAQ $19%Vl'I6b \\b CONbbY 60-k O. Dd fh 4 6, Pwn.0.C&dt 90 dvi AM2f4 Wrid CC44 Mi,8lfE QW 2. Significance of Concern initiated [ ] Discrepancy Report f initiated Nonconf crunca Report i Discrepancy Report or Fonconf ormance Report not required. [ ] [d Are there any (generic) items? Cor/MT D64thd Mi'fEh.,th pi7, du24'{6 AMS bM E D [ )() No [ ] Tes i Descripties of Resolution l 3. Apfrzw 9s Vipa%dUA F#/fv4tEd M6% Md0ACD 43 apf [wtan rqandeo W CWA.oGik .a / i 4 Description of Physical Hodifiestions_ Will physical modifications he required? [ ') Yes ((] No ,1 Scheduled Completion Date: .a)$- Descriptions .,.;?>% > c kQ$ 9 .J Ms /gv /1AT./v w Te.x t der 1 %g Dat-mm 6/w/s v cr-, t. a.r Date l ~ s - ~ ----_--,
~ ~ ._s 1 a o DCVP PROCEDURE NO: 2 t. 8 REVISION: 2 ATTACHMENT 6 DATE: 4-16-82 PGandE Completion Sheet ~ IDVP Pile No: 1. Description of Concern l N} Open item with future action by PGandE l } Deviation [ } Class,_ Error CL()mp h%oOKish 19 CcN!24LO 1dh1 'idG OdMB Addot hMNhbbG
== Description:== Od-f[2$b Phk. 0$hlhL PD dO1 h(ad5& WITd QN-%, Apph( 6, 2. Significance of Concern initiated [ } Discrepancy Report # initiated [ } Nonconf ormance Report f [4 Discrepancy Report or Nonconf ormance Report not initiated [ } Tes I X} No Are they any related (generic) items? Comments: hf466T 96 bided MIT66l4 f E h k[,A 8f6 A h $ bdd DT N QCi6F.Mid 6D 3. Description of Coepletion k R Tl.6 % i d 6 O f{ B d 6 d % h M W 6 b ' 6L 6wM& #ferf Pufoe ufmeW1ep id pwA.051 ^ l 4 Description of Physical Modifications e [ } Yes ((} No Were physical modifications required? Completion Date: l
== Description:== I
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l I ,e t l ,r l PACITIC CAS AND ELECTRIC COMPANY ENGINEERING DEPARIMENT DESIGN CALCULATION COVER SHEETS File No. ff. 7, ((. ( k ~ Calculation No. E/)1 tol(p ) [r>
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bh@O P'roject hi A ko Date O bl\\/lb Engineering Discipline H OKMi f h,14AhM /Al, $ AMh/AT Structure, System, or Component l ) l \\ Type of or Purpose of Design Calculations N,f#lN6 $bl/A' b9i 10lb j No. of Sheets a ~ SAR change required ( ) Yes ( o Dis cipline / Dent Date (h'uclear Projects only) Signature [ 1 I [>.. [ [>d/ O t ~ Preparer 43 I* W8 L Checker Approval: ~/fE[Bs-44% M. Md7Ty C.<v st Discipline Engineer 8 (if required) { / Group Leader / Supervisor
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m. Filo No. 1016 Nvi. bhl/;l ..s 'i, ERROR'AND OPEN ITEM SHEE1 Affsha A 1 = ? 1. Classification Error Classification '] Class (A, B, C, or D) l Error or { Open Item 2. Description t l 054162 Revision 3 do not-The anchor allouables on PGandE drawing agree with those on DCM-M9, Appendix C, Revision 7. 1 3. Significance \\ 1 design criteria for anchor bolts cannot be' determined. i The correct 1 1 \\ 4. Reco-andation PGandE to address the differences between the two standards. l l 5. Reported 3 PGandE Transmittal Date 2/11/82 Ref. & Date '] NRC t 6. Firal Resolution s a p i 4 *' b Q '1 t 5 ff Z if 2-- p , mf,y Project Engineer /Date Signed /Date Prior to Release g g ,,u 1 _~- -, _
-n l.p c Cc AIC, M R.R. FRAY D P, i l gg (< ' ROBERT L CLOUD ASSOCIATES. INC. i. w,u n u m m w. 14AR 101982 g,4 ..- w. u m.. ....... u. D.C. VERIFICATION ' PROGRAM MANAggg s N /05 bb OIN March 10, 1982 = l ~ ? 105-4~ Mr. Roy Fray Diablo Canycn Verification ?:cgra: Manage Facific Gas and Ilec::ic Company 77 3eale Street San ?:ancisco, CA 94106 I
Dear Mr. Fray:
Please address EOI 1016 by listing the safety factors represented l in. drawing 054162. Tours truly, C cv en&n Edward Denison l l l l s. ',V l .s. ' by,,, ... - =
....._.....s,......~__~~......._- ,l.. dd, S[p 0 ROBERT L. CLOUD ASSOCIATES, INC. ECUVED BY R. E MY 125 UNIVER$1YY AVENUE DERKELEY. CALIFORNIA 94710 . APR 191982 uisi us.... D.C. VERIFICATION PROGRAM MANAGER A4f W/ff hfdO9t$k = -April 16, 1982 ~ P 105-4 l Mr. Roy Fray Diablo Canyon Verification Program Manager Pacific Gas and Electric Company 77 Beale Street San Francisco, CA 94106
Dear Mr. Fray:
Please find attached a list of documents that Robert L. Cloud (',' Associates needs to have formally transmitted frcr.m PGandE for the Seismic Verification Program. Yours truly, w~L Ba Edward Denison Attachment j Request Number 163 ~. w__----_-_---
-..-..,:. m.. .a....._........., ft ' i Ia To Roy R. Fray Reque.st No. 4 Diablo Canyon ,l Verification Program Manager Requested by C04 arc-On *,SO & Date Y /8 1 Attention of: (X) Civil /E.P. Wollak ( ) Drawings and Records /D.E. Peasant hO l i i ( ) Electrical /W. Vahlstrom 1 ( ) I&C/T.N. Crawford I ( ) Mechanical Systems /R.M. Laverty ( ) Piping /M.R. Tresler uL> R, Frn v-. Ear to IG i Please provide the following Drawings / Documents for use in the l 'Iiiablo Canyon Verification Program: sde4 fuc5 es rep r as en4 e a 's y d tw 'n) 054162. e 1
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~ N. ATTAC1DE!.i 1 DCTP FROCEDURE NO: 1-REVISION: 1 nATE:. 3-4-82 N '*- Ob To: hWM ' TROM: Verification Program Manager TILE: M&NE - 1.061 Cloud Seismic Verific.ation Program.
SUBJECT:
Reqdest for Information for s' DCVP consultant. bh. Consultant: Robert L. Cloud Associates, Inc. Request. No: A. Plc.ase supply the following information: 1. See attached Request for Information 2. 3. 4 Please notify by Telephet only as soon as request : Pl.,CA/ Dennis Peasant Extension fulfilled;.I:xt. 3377 B. Name of Requester 4 bb C. Date of Request D. Form of Request: Telephone Letter (attached) x E. Remark: } I. 4 e k I, ?' u.' h
ATTAC M NT 2 DCVP PROCEDURI NO: 1 REVISION: 1 -I i DATE: 3-4-82 f' C' O' TO: Verification Program Manager k. .3p/ TROM: FnI:- M&NE - 1.061 Cloud seismic Verification Program SULTECI: Request for information for a DCVP Consultant. g Consultant: Robert L. Cloud Associates, Inc. Request Wo: s A. List of information attached: lwh y h hp)h0Vs, Vt])h p (J vf f b [k V 4 4 & Drs O( 0- l 1. p_Eh j<A 2. r t t's i k (r 3. INf yt,jr h 4 J 4 Extension $*leMj 3. Name of Person Supply Inf ormation (bI[E 4 U 9 e C. 3r.me of Person Checking Inf ormation t48.41'M l M ia Ixtension I'4110 Q D. Remarks: ~ aY + J l s l us
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m .w x.. .a.,a._...ws.. 2 ~. = e U hN a.1,0 AS815CETtON5 y 4 A. '. 1 C:ecrete essaesson aneners showlo not be useo indiscriminately. For emocrtsat eerk. telts shoals pref. j eracly se cast-in.olace. eelsec, or growtes en orilles heles or in cast.in place sleeves. *ners those types of installation are for goes reasoe impractical. earansion anchors may se uses. .l A.I.2 P'rovsseons of this stansare shall acoly to the shell or stud type espansson anchors sesignates in Part B. i t A.1.3 Ancaces avst ne at least 1/2" esameter eben usee for structural connections or for anchorage of pipes. conswits or swets greater than 2 saameter. J A.I.a Aacno*s s%:11 not be installee in ' prestressed concrete elemeats nor. used to connect concrete elements enice must have a specifies value of fire resistance. A. A r5 Inspecces length cf anchor small' es esclussve of thectness of grovt pas or steier everley. A.2.C St.aest.f tear $ A.2.1' A11ceacle Icaos snoen en table A. as mooif ses by the provesions of this stansers, shall ass.ty to ancners i eastallec in oceanary concrete. ] A.2.2 Fer.co-crete streastn teteeen 2 as s anc 6 ks s. linear interpolation se f acle a may be uses. For concrete stree;te greater tnae 6 esi us e 6 as s alloescle values. For sowns concrete of unanoer. strength. use 2 j i tai val.,es. i A.2.3 Alleestle loac valwes given in this stancare shall not De encreases because of oriert swratson of loading j (e.g. for ear.c of seismic loses). A.2.s Fcr ancnces swesertes to contsavows or frenwent (more than !Dr. times per year) reverssi of lea' sing. j '4 allosanle acaes small be U3 of the alloestle values given an this stansars. A.2.5 A11ceacle loacs given en this stancare are enteesee for woe at "voreing leas
1evels. For

ultimate" or " limit

Icas oesign purposes. te ace these valwes may be uses.
A.2.6 Anenors insta11ee in lightweight aggregate concrett shall have alloestle loass eaual to themse preesses forancnorsinoreinarycoacreteeithfje2 tea. 1 e[ A.2.7 A11ceatle loses of sacnors of U 2* or larger diameter may be increased by SOf. if proof leasdeng'is sone j accorcseg to tne instructices given se Port B. A.2.8 1f ceater to creter soscing of ancnors es less than 12 s easetees and/or if e sstance free a:sges of concrete te certer af anceor es less than 6 saameters. the alloestas loans shall be reewces in acto roante osth the fc11overg fornwlae: ED e 2.21 Pg J .I,. SD a 1.5 la.1. h+6 te3. [+3 fnerer Pg s allevable pullout loss resucer fer e0ge distaece ans/or spacing. Pa e allossale owilowt loss from Table A I l-Sg : allevatle shear load reewces for esge sistance Sa e alloestle shear loss from fable A - l h a no. of diameters of anchor spacing (6 hil2): if N>12. use h.12 t E e no. of siaseters of egge distance (31116): i f E>6. use ' Ce6 Ancnor spacing shall be not lees than 6 times nominal dsomette of anchor. Esse sestance semall be not l less thae 3 times noeinal desmeter nor less than 3 inches. If ooge of concrete se chaeferee. esge I sistance shall De sensures free nearest esge of chaefer. I 1 i i i e La eene - t i ? - r _;.a. o _ i e a6 an i s v,, e 4 i ,a a s ! in.ro. :r.m, en.,... nw uws,aa um ,,e u x e .n am. . m. o.
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CONCRETE EXPANSION ANCHORS FOR .sa. sa.** ' ' ' " " " ~ ' l< 7, STATIC AND SEISMIC LOADING o~ w ee et,... c i,,,, t,is i.. c...s PACFIC GAS AND ELECTRIC COMPANY-0Mi62 3 j .m 4.r7 73 l seont SAN FRANCISCO. CALIFOftNIA immesnes 1 l
.t......s.. v .%. sw .a_. 4 Ar%@ix. G-o. i / . 2.9 ter a-ca: s ens:r. eel; ce s,t,.e:ter sim.Itaaecwbly to owllowt aan shear forces. the allossole less sal eo use: must satisfy tPe *:;1: eng form.la (Fagste 1): i (a)5".(3)'1 enere Pp. 5y. alloostle acaes (pwllowt. shear). reev:et for spacing or ecge sistance if acerspriate P. Sg. a!!oestle loatis to be uses en cases ehere pullout and g shear acass may occur s a mwltaneously I W: Fer convenience in taltviation, espeaents in the l accve forewla may, conservatively, he resucre to 1.0. TABLE A ALL0ea6;E LCAD (KIPS) Oh [KPAh510h ANOMDRS s l 00h:sttt Stathstm. fci l ) h0 p i n, a; I ~' II 3 ass N I 5*s. I 6 es. 2 ksi a asi l P 1 l P 5 l 5 h P I 1 li P 1/4 ll .25l .30 li .?'El .30 I .30 .30 l 3?? .3* O .35 .30' ] I sa b .40 .54 ll .50 I.se l- .se .st I.= .n 11 .ee .ee 1/2 ll .70 .Ta ll .87 l .99 l 1.05 1.0a l 1.23 1.1 ? N 1.40 1.34 5/6 l 1.20 1.00 ll 1.50 1.25 l 1.80 1.50 l2.10 1.75 l 2.40 2.0* 3/4 l 1.90 1.50 0 2.35 1.80 l 2'.90 2.10 l3.45 2.40 'l 4.00 2.1" 7/8 ll 2.50 l 2.00ll3.35 2.35 'l 4.20 2.70 l5.05 3.05 'l 5.*0 3.40 1 ll 3.30 2.500a.30 2.90 l 5.50 3.30 l6.60 3.70 N 1.70 a.10 1 1/4 ll 5.30 3.a0 ll 6.65 3.95 l 2.00 a.50 ! 9.35 5.10 010.70 5.70 I l h*T[: P. PULLOUT; 5. SMEAR .j for espansion amenors installed in lighteeignt aggregate concrete. assume f'c. 2 toi. .j See car. A.2.6. / 1.0 1 l I sl I,Ni I N N,4;j)'" > (h)" 2 I / INJ N' I/ I N IN c n A I l NJ l i\\l I sa JP 5s. 11 NJ lNI .3 -P
0 - 5

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I N \\l I I I I I II N .1 .2 .3 4 .5 .6 .7 .B .9 1.0 ~ P /PD C risunt 1 RCDVOTich FACTCP5 FOR 00W8thCD PULLOUT AND Set 3 E. I, 1.; P G & E CO. CONCRETE E X P A N SION ANCHORS FOR 054162 ST ATIC ANO SEISMIC L O AOING smer? 2 er AC M . _ JL______J)
., c o., _ m m----- e ( l 'p .et, -.,ece s.1.0 apeu estions-B.1.1 Previe'eene of this stansars small asely to the feueveng concrete eseansaan anceses. Ot:w espanesen eneners shan not se uses eithewt specific authorisatsen of the tagineer. SufLL aetweel:. pMILLIPS SELF.DRILLikt. PMILLIPS N0llDRILLINE. BlaaCED. MILII MDl. seek $49(R.T00TM, Ster netweel. gols.00LT. PapaBOLT. PutLLIPS etDEC. PMILLIPS SLEEVC. eCJ.l? AmabflTE. . PulLLIP5 $7UD &acMOR moy be vees in sases us to 3/a* diameter. . WCJ.1T (original style. es tn sense snase eeoges) may to uses. provises emeesarat es 125 of that sneen en Table 4. estn 305 of the ansvaale less valwee sneen an Taale L. 4 8.1.2 Anchore ment to at least 1/2" siteeter enen usee for structural connections or for antserage of popes, senewits or sects greater than 2* saameter. 8.1.3 Aneners small not to instanes in prestereses conteste elemento ne* uses ts connect comrete elements enich owet nave a sencefic value of f are resistsace. 8.2.0 isis,attattee 8.2.1 f eetallation of anchees snan to accorsing to manuf actueer's instructions as to tools, tes eus and tientening procesure. B.2.2 f f a nele canaat be erilles to the correct seeth (e.g.. if reinfeecing eteel as encounta-se emele erining), a nee noie sman te erines. There shan to at losst V2* et souns concrets netween stanseaes nele ano nee nela. if an unuses hele is e stnin a.S neeenal siameters of en essasesen enecaer, center to center. the unuses hele saan te f aues with growt er e stn an esponses ancher. 3.2.3 If mass at a erined hele sevsetes free normal to concrete surface ey more then S' the nele shall seet to uses unless saecificany authorssee by tee Engineer, 8.2.s Minie.e reeverec essessent, for shou type anews, se eewal to tne leagte of emen. Far east the11 i ameners the smen any be recesses not more than Ua of tne nominal s eneeter. Instance enens recesses to greatereestne snau not be woes unless sectificaMy authorsass_ ey the Engsneer. 'i* Winism reewires easeement for etid type anchere is given.in Taale I. k Emmessent length is esclusive of thicaness of any provt pas or other everlay. 8.2.5 aatners sman to instanee accercing to sonwf acturer's instewetions. if af ter start W t ee fingee. tigntenes see stion, amener slipe eers than 105 of einism reeweree easeceent ensle te s% tegnteaes. one of the felleeing reencita actione small to tamens a. Remove telt er nut, reset anchor, repost tegntening: n. asse,e ancher. sweetitute larger siameter er lenger anchort c. Delu noe hele one instan assitional anchor enten satisfies t%e reewireseate of tase staneers. i B.2.6 aacher snacing, centee to coater. shan be not less than 8 times nominal s aameter of a.eser ner semil eege sistance De less than 3 tsa.. nominal snaaster nor less than 3 entnes unlose seecificaur avtmerisee by the Enginear. B.2.7 f f sepe of concrete is chaef eros, edge distance shall be mesauros free nearest eage of snarf er. 5.3.0 outer taantes When reewired by the Engineer. proof laasing shan te sene astersang to the following instructsens: 8.3.1 shenever en instanetion cree starte instauing anchers at a jos site. each of tsie anciere insta12es by that eree enau at first be proof leases la tension to 2SM of the anoesele puntut less sesignates by the Cagemeer. after five successere enchor anstaustaene have been comoletes eitheast feelwes a ranese selection of 101 of the aneners of each saae instanee ey the cree teoreafter een the same project chan to testos in the aseve manner. m
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==.3., - P G ar E CO. g CONCRETE EXPANSION ANCMCR$ ' " 054162 3 $7ATic AND $EISWIC LC A DING pourt J er enum l[; i one-r., i a i k'.L
,,~.v~...n,=.n..c.a.,w,,,.. l6 3.3.2 if sesef 1 casing is some sy s' acting against a surf ace area of concrete swee:wnciag the ancner. tes l 3h l 3 times tw 1
scasas seessere small se oestreewtes sve an aanslar area of inaer seameter at Isant
/ einiews reewires easessent Given in fatle 8. gesteesa foe' failure of an antner suring precf lossing are: g.3.3 (1) concrete cracas. (2) anener teenas or (3) ancnor siis suring toe test is greater then SE of tne minimum eeswares emesoment. I l 1 't faILI 8 i WinlEas (WCdhi At*WIRC FOR $?ua-TYPE CIPausion amCM095 InstaLLIC in C04: RETE i nominal Minieve Ciameter Emeeoment (inenes) '(facnesJ V6 1-V8 W8 .1 1/6 V2 2 Vs V8 2 7/8 V4 3-V8 7/8 6 l 1 4'-V2 i l 1 V4 5 V8 i l i 1 1 \\ P G & E CC, CONCRETE EXPANSION ANCHORS FOR A g, 'A 3 g &S s Vw 'T I w l l S T ATIC AND $El$MtC L C A Ot N G sm 4-W e naa m i W
_....... =.. SM n l PACIFIC GAS AND ELECTRIC COMPANY C"I{ ##-
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'i' G .ERAL CO M PUT ATIO N HEET LOCAveen fi o 1 (0tlo % Mo (nw f%u, 912 A % tux c u.n e, ..... Jh a h ';;1,. G /, /, /th. ....-. ?, M N 9 U l $. h((6dt?lt 1 C. AffsdDIX.0 1 Y.lVLs,LM Q W W L: J J I. 6N3 0Arg Itd Ag st@padoyg (fTL) 4 0d do.qsito (1156) f hL $11 (1968)
4. f1L (Zyod do. 46%44, Giot,91s&t (t460 L

6. ML Qor do. ii.odi (1966.)

4. P1L Euorr do. toooiq,1000+1 (tiG4-)

s. Philli(4 9vd (.wsag, fuoK.e4 kg 'T.6. Axk; (i1 4);
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{ ~ nI 7 j,Lpside)l, j Pl1 iSBURGH TESTING LABORATORY g / ej 'y Mg( CHICAGO. IL1.lNQls k ~e, ,,?Qs,:,W, e
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y, ; ~ ~~u:,: :,:: I LABORATORY No. 93110 31 56) XL58) ORDER No. CH.3071. CH 4457 94277l CLIENT'S No. PD.49:1P 821 REPORT' (Consolidated) TESTS OF: RED HEAD SELF.ORlLLINC CONCRETE ANCHOR 5e PULLOUT TESTS SHEAR TESTS Tensile Average Sheer Average Cat.No. Seit Size Lead.Lbs. Lead. Lee. Type of Failure
1. sed. Lbs.
Lond LM. Type of Failure 'oncrete Failed 1.000 88 ' 1.363)fD 4'g' Boat. shear l 3.728 13n. hjillh: I 5 14 5.125 4f/2 4.009 Concrete Failed 1.550 83T' Boit. Shear 3.175'2 82s Ufl Anchor Pulled Out' 1.540:188-at 18 nott. Shear 4.625 4:0f
oncrete Failed 1.93D avie.
Solt. Shear 5 16 M* 5.025 4+s4 4.425 2ncrete Failed ' 2.240 s et. 2.073 Bott. sheer 3.625 m. 1911
encrete Failed 2.050 a s2f, gge6 (;
bott Sheer
encrete Failed 3M,or g8Jeg,3 Bott. Sheer 6.125 544I p
10.3' oncrete Failed 3.3203 47 3,443 Boet. Sheer S.38 6.425 67*7 6.175 5.975d, g 5435
oncrete Failed 3.14033ti gesp Bolt. Shant 6460 g
(p;p gj' Bott. Shear 9.809 47 0 lg)% 4l :;oncrete Failed encrete Failed. 7.C20 s 6.856 3ott. Shear 3 5 12 9.109 s#91 9.259 g gggf Anchor Pulled Out' 6.f90 gig, - go,e Bolt. Shear j 8.859 12.160 so #s gyt {,4 Bolt. Sheer
"'.oncrete Failed
./ 15.025 m47 g4g7.3 oncrete Failed 11.500*%28 f 12.153 Bolt. Shear S 58 11.075 ftM 12.758 12.175ee72A 1111) . Anchor Pulled Out 12.800 nve so yys Bolt Shear Bolt Shear 17.325's # 3*.f(Z43
oncrets Failed 14J00 rs%r?
gggg y Concrete Failed 17.400 erers 16.516 Boat. Shear S 34 K-17.675 et*r 17.675 Bott. Shear 18.025 sa#I t l.y., r
oncrete Failed 17.150 erJy9 ' Mfli "18.85085
S)g 7,j Bott. Shear 19.025149
4c04.g;;oncrete Failed Bott Show oncrete Failed 18.900 as rs9 18.816 S.78 20.725 sd4'* 19,442 18.575'V#. rs*1ts
oncrete Failed 18.700, & 86'FH Bolt. Shear T 32 Wire MIRO BROKE i
j l CONCRETE USED FOR TESTS RAF CEO FROMf3125 TO 47tLOR AN AVERAGE OFMEj ' Anchor capacities where " Anchor Pulled Out" were sub,tantillly the samps in the case of concrete amatures, o,s higpr.. P ff, & 3.5 J,a w ~' M ' n : A Procedure for tensile tests was axist loading until uttimate failure of concrete or anchors. Procedure for shear tests *vas loading to a steel : plate bolted to the anchors in a plane perpendicular to the amis of the anchor. Concrete blocks used for tests were of a it.3:5 rnia, having a compressive strength as indicated in each table at 28 days. Compressive strengths were checked using standard 6"x12 test cylinders. NOTE: Tests show ultimate total loads-not safe working loads. See manufacturer's recornmended safety facters.' = pe.P,I+,se2(P,7j,) ~ P 4 PITTSBURGH TESTnNG LABORATOltY I p >p^+E M M Y. )P.r s.A,?e_3>4 u E,s. wiius, oietrici uananer c5414 2, e "e ~ u i> g 4: 4- ^~ ^ ^ .-^^A J-Q_ W Mn~ _ _ _ _ nW
m. i /){R(Hs ~ -,s . *, n %, PlTTSdURGH TESTING LAE.JRATORY // 'n, CHICAGO. ILLINOIS ~ ' 5, - .'j .......u-,,.....m._ . 6.t. i, -.~. ..m........ ,,,, cf . ~ ~............... ~ LAsonAvony me. I 968 4, 9690:j 2- -CB 6677 - CH 67S8 97A 2 ORDEn No. i. .i CuaNT S No.' F. Werstoin REPQRT March 23, 196: o i PULLOUT TES'IS OF N' NON-DRILLING CONCRITE ANCHORS \\ .4 for. 1 PHILLIPS DRILL' COMPANY..- f., MICHIGAN CITY, INDIANA 2 R.jp, j 1 e PUlloilt Load, '1be.. * . Average 1bs. sarm ~ Anchor Size
2810,
-1/4" .
2860 1
2680,, *. ~ 3300J 2912 - . /OA ' ?. 54 50' 3/8" 4550 .4700f.' 4600 4825 7$j f '8140' 1/2" l O 7520 7320[i 7500 7620 '7,' M' 12000 5/8" 11400 10600 % 11280 11570 ,7, ( I s Block cracked diagonally. On all other. tests, a conical ^ concrete disc. failed. Size of concrete spall recorded by client..p. u, i . c.0 ;., .t" . ~, p Respectfully submitted, g, 'ITIRY. PI BUR TI p LAB j e W. B. Levelius, H" District Manager [; 3 ce': Client g,
i TEL/rg Vf fag 4 "c, onvfoeturers recommended safe working lood 1(3500 Phonerete - 25% of the oversee pv!!-owe lood shown on
); NoTL Tests were mode in coner.ie blocks havine compr**sive streneth ranging from 2460 to 3840 est. 1
3. -
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..tv6.i., e.. 4.. n.4 H..d w - orm 4..h.c.. run,. o,iu ca mwsa car,i.m 3,' w' g . F309 4/64 e l {"g -
..o, i ~ PITTSBURGH TESTING LA :50RATORY i .n. a CHICAGO. IL.LINCIS k 4'*. 3 .;,s. W/ = . ~...,. ~.,.. ~. ... _..... ~. _.. s< .y .....................m ( ORDsR No. CH 7899 L.ADORATORY Mo. 99 09 { cuswrs we. 9823 September 30, 1963 REPORT l PULLOUT AND SHE.AR TESTS FOR 'N STUD ANCHORS"
for PHILLIPS DRILL SOMPANY,* M.1CHJCAN CI.TY, INDIANA' TINSILE TES'TS
~' ^ Pullou Anchor ' Pul),out
p Type of Dia r'n'e t e r
" Lead / Lbs. h Me ra g e4 - Ta'ilu re Pg 1/4"
2'370 Concrete fail'ed 2850'
? Concrete Tailed: ,300 2660' 'ET Com' crete Filled 2750 b l ,3/8" 4210 Concrete Failed, 4710 Concrete Failed 590 429'O 7, 3 C=. crete raned. '~ - 3950 O 1/2" 6220 Concrete Failed I 4850 Concrete Tailed 5780 !O00 562.0 ' b, Concrete. Failed i .i ~1 I SHEAR TESTS Anchor Shear Shear Type of OA Failure Diarnete r Load. Lb s. " Average 1/4", ,2260 5tud Sheared Stud Sheared 1940 [ 1850 300 2~02 0 - (a,7 5tud Sheared
~
'4660 3/8" 5tud Sheared *. 5590 Stud Sheared 5270 lod D 5170
7. A 5tu'd Sheared
~ r i. 1/2"- 8500 SStahed 5 9180 Sheared 4440 /02.8 8710 I,8 5tud Sheared ~ l Concrete used for above tests averat cornpressive strength. .9I O s h44,* P ) Tr.
gsy A3 Trs'**G ORATORY z
YV d !~ W. M. velius. District Manager j 3ce: Client 0 Manu/neturers recommended se/e u.orking load in 3500 PSI cenerene - 25% of ske muerece PuR-od Leeds shearn abeoe. s
Currently being merketed as Red Heed 5,vd Anchers.
P34dP - 8/44 8 pwam ens e a.ws sny. mes e t n _... o
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CHICAGO, ILLINOIS
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l 3 s.AsoRAToRY No.. omern No. CH 8539 I 100019, 100037 cutwrs NS REPORT l C 9-30 64 1 i Tests of: Concrete Anchors l,l. ~, ' Reported tos. ..The Phillips Drill Co. l , Michigan City, indiana In,.accordance.with your; instr,u,ctions we have completed Pull-Out. and Shear tes ts of anchors.identi.fied' as
1) Phillips Rud F. sad Non Drill, Anchors,
! [ '2) Phillips Red Head Stud Anchors (erts were conducted in blocks supplied by the client. Com. .pressi,on ' test cylinders a'nd cores froic actual blocks were used. to establish strength's of the blocks. Pull-Out tests were conducted by applying tension loads to the, n j, anchor through threaded rods held in 'the jaws of the 300,000 lb. Bald. win Testing Machine. (Calibr,ated September,1964) The block. was restrained on the uisder side of the. moveable crosshead wit.h ' the. rod producing through the jaw opening. Shear tests were con-i ducted by applying a load through a ' plate bolted to the anchor, with the load travelling perpendicular to the anchor ancis. TEST RESULTS- ,Concreto Compression Values
1) Theoretical: 2000 PSI.*
Actual 1820 PSI (Average,of 3 cores) s 2)' Theoretical + 4000 PSI _

M X /, C / 6 Actuals(060P Cylinder compression w a % age of 3 cores) yielded approximately the same results.

Pull-Out Tests
1) Non-Drill Anchors (J Series)
Pull-ept Strength. lbs. i Q Size 2000 PSI Failure Type 4000 PSI Failure Typc! 1/4 2580 5X7" Spall (NOT TESTED) 2310 3X3" Spall pl 2540 4 X 5" Spall j 2476 Average-(continued)
1c . a. ma, a.w. 4.w.~.. .2 rsa. PITT1.,dURGH TESTING LA DRATORY fld.u/4 i [ g 400 WEST CHICAGO AVENUE f/tIl !i CHICAGO 51, ILLINOl5 g gC j ,3 ... ~..n.;7,.'.;,g.7,.,.,f;.fy :. ~ :. ::. :. :.=;.:t:=:
.u
.:::=.::,.=:-g;,..;.,.,;il:77,.'m -.. (. t. M N. (ncvi:sd te cortest 104 6h) . h,'. b f3 ) P w..,,lj J i 9-30 64 CH 3539 Page 2 Foiluro Failura l Si: c 2004 PSI Tpc 4000 PSI. Tgge _ _ l P-1/2
4030
' Block (IOTI IESTEO) s 4020 Block l ~ l '3950 Slock 4000 - Average 1 3/4 7330 * . Blocli 17000., 22 I 22* spc - ) 7100 B lo,ck. - -17150 Block split-l Block split, ') Block.. 17.350 7180 ,7203 Aver age. 17166 Average } l ...,3 g . h ue Anctoi.US.. sorin) ~ j. Ptill..Out S trancth. lbs. - Sire 2000 PSI.. Failuro 4000 PSI Failure 1 _ Type Type 1/ 4-1414-5X6" Spall (NOT TESTED) EmbCdMfrik # (/kf 13 0 3X6 ' Spall ( l' 1462 A'verage 1/2 3280. 6X9',' Spall JNOT TESTED) ~ l ) 2700 9X11G Spall
g,,)
2930 6X9" Spall-2993 Average 5/8 - (flOf T!ESIED) 10480 S'T lilock 8'770 4,T Blocic J ~ u 2* 847.0 4.7 1X10 Spal 9240 ,f, / Avera6e l 3/4 7 e.!OO 9X10 Spall 13000 4,5 ' Block- 'l 6670 ~Bicok 12750 4,4-Block. [3% ) Blocic 12000
4. 2 Dlock 6040 6'/03 Avere.ge 12650 4,4 Average h'M :- Lh-C.d?i'.ro i0 &a.cziiscd " Block" thie i m11catt 5 tt a block n:. e k d cv.
m.: t u n m "Ancho-" deceribes the condition of the g 11'.a. <m t vil thout a apall., g 3rnnot p p401 g a s m u 2. I ',ce'n t i w e d ) ]
T. A.E 6 w ..o u,~ P111::sBURGH TESTING LAJORATORY g* i IN t?, 4400 WEST CHICAGO AVENUE i ,)E' CHICAGO 51, ILLlHols A 4ga c_ ,....... ~. ...........,..,,.....,.........................u........r_.............. k;.b kS 1 .:n az:0 >:gu a 9.so.,u 1 1 Shear Testz i 1 )) Stud./.nchors (JS S sries) \\ 1 l . S hc ar Lond. "lb s, ' Sir.e !!ODO F5I Failure 4000 FSI. Failu.re ' Type j Tf se ' j 1/e 1630 f.ol t (1:OI 'cESTED) 1475 . Bolt l ~~ '. ~ 1260 ..Rol t 14.92 ,*..,i Ave.p.gc 1/2 520D Eolt (NOI TF.5TED). l 5260-Bolt. l ~ Solt. 55.1.0.
5323

Ave.Tage
.4 ,7,5 Bolt' I 3/C (l'G IESTED) 11653 i .\\ 12CC3
3. 0 Bolt Bolt 11800
F 11810 7g Average '.
3/4
10500 nloch
.*19400 T, '2. Bolt I 102CO Bolt 16703 7, f Bolt. .l 17.200 131ock 17953 J,5 Bolt l 10533 Average 17350 f,3 Avere.ge "Bc.1.t". typa drilur's der.igonten bolt shear;."Blo9 S,.de si 3' gna.tet the b1':ch :sti)cd. 4r gA. 0 5'4.I i 2. 's mW$,I t I s 'l Respect,lly submitted, l-1., 'g1236U c'*.'. TESTING LABCRATCl ~ a j kl. /l4fd<,.,k Q, ,-t .I W. H, LE *E:' W.5,IMNAG2R l. C.IC.'iGO d1EIRICT (. g l i 1 1
ppet by T G B idy, f.f. iu p h, il 6,. PAcis 20 cF1 l ,,x l o 13-4 4 4k.gf.g l ~ ~ APh' l m C i P HI L L.l P S DRILL-COMPANY i e(3 M i c.w i y~ ciw, is o i s x g c. 1 a 1 Putueur Aso 5 s e x a. Cxwaciw or Tst Psis.ci e s Rr osc Ao N ow-Deits Awe RED HE Ao STuo Au c wo n.s Cos.cairc. is 5tvseAL S r a.rw a T w s, or ~ ~ TA ste I cm, Reestko bl0N-DCiLk o.; RE owrAc S-o 35 2000 2500 3000 3500 4000 2000 E500 5000 5300 A000 K,, _ _ =. t_ vc l5Go 1800 El10 EA00 E830 - 2500 EG50 2250 3000 312 0- Ib \\ / 412280 2GGo 3100 3550 4200 3500 3G50 4100 4500 4800 E.l 9 W 3300 3900 4550 5200 G180 4400 5100 53 50 G800 7400 7.l $_,We 4G00 5 5 0 0.._&.I 50__ J l 0 0_._640. 0 . '.5..G.0 0 '.G G 00 ^8 00_.0...*_l300 to,T50 6 r2 34 'i l 5 0,9300 9600 II,100 13.200 7700 9400 12,200 t 5,50017,800 5- 'M V41 16 50 1800 19 e 0 Ello 2320 j % 3350l 3T00 ' 4076 4500 4950 d W 5650 G350 7000 T700 8600 S e s. J A s te 11 5. Vs 8400 'l500 10,500 11,700 13,200 n4y.Tsmeet A E 11,500 13,100 K 600 'G,20016,500 1 R e c ommr
oc o Wo m.Km q - L oa o s E qu$.c E 5 */. o r htur b G 1VE N A5oyE.
Ist C A.p A c i T y l! 3Ksi s V&. 4Ks t 1 l'/s "* 7,7 1/g= 9,4 Embe0menk ? I% co,1 W
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~ ~~m::.::,7::.':;,Y::::::::'.:: ".'," :' ::::,::. ~~~ OROER No. CH.15f7 LABORATORY No. 305228 CLIENT's No. 21060 ] - March 31,1971 m, ? TESTS OFs Concrete Anchors ' g REPORTED T0: Phillips Drill Company,Inc. P.D. Son 364 Michigan City, Indiana 4g360 in accordance with your instructions we have completed pullout and shear tests of anchors identified as - PHILLIPS RED HEAD WEDGE ANCHORS I Tests were conducted in blocks of timestone aggre6 ate concrete from a local bate'hing plant and poured in our facility, Compression test cylinders wers' used to establish strengths of the concrete. The anchors were inserted into pre-drilled holes and expanded by tightening 'the nuts with a 12* asijustable wrench. Pullout tests were conducted by applying tension loads to the anchor through a threaded rod held in the upper crosshead laws and ( extending through the movable crosshead of the 300,000 lb. Baldwin Testing Machine. The block warrestrained on the underside of the movable crosshead via a steel frame which placed the reaction load 5 minimum from the anchor location. Shear tests were conducted by applying a load through a plate mounted to the block by the anchor, with the load applied perpenchcular to the anchor amis. i
a 3
( l l a, TESTS OF: RED HEAD WEDGE ANCHORS 1 PULL 40T ~ SHEAR ~ i Anchor Body Test Total Load.. Average Lead That
Total Lead Average Lead Lacation of Diameter N o.
Pull.Out Lbs. Pull-Out Lbs. Failure Shear Lhs. -Shear Lbs. Failure 1 2303 Concrete Failed - ' ' 1940-Shear 2346 I,l Concrete Failed - 2250 388 2100 fp Shear ] 2 2393 3 2343 Concrete Failed 2110 Shear 1 3863 Concrete Failed 4640 Shear i h, 3943 (pA Concrete Failed 3740 NO 3946 (p,l Shear - 2 4063 3 3903 Concrete Failed 3460 Shear 1 5759 Concrete Failed 7500 Shear 2 4649 ' O 5219 6,3 Concrete Failed 6700 *- TTD 7067 'f, l Shear 3 5049 Concrete Failed 7000 Shear' 1 7429
Concrete Failed 10,400 -
Shear-2 8289 7782 4.I Concrete Failed,- 1L100 f42D10,000 'f,6 Shear 3 7629. Concrete Failed., 10,900 . Shear Concrete 71111ed -,- 18.600 Block Split 1 12.679 ~O ,2.069 4.4 ' Concrete Failed ' 17,500. 2### l9,133 %
Anchor Shear 2
12.279 Block Split 3 11.229
Concrete Failed '
21,300. Tests were conducted in concrete blocks hayng ecmpresbive strength o an average 90P.S.I.) 3A h. s t '.PITTSBURGH TEST.NG LABORATORY i i, .!)7 %. 3> p Ag4 ' > ' M .a District Manager i nganuf acturers' reconumended safe weirking loads f.a 3090 PSI concrete as 28% of the aversg. !.mda shown above. l d" 3
_,......2 c' C + ev h/4 7/ I'lle No. tlu cu-S1 6 . /0 KWIK-BOLT Report No. 8783R ,'l. f ;. 1 ~~ AVERAGE ULTIMATE TENSILE & SHEAR LOADS * /*173 r / I APW W G g gf4 12et.1 ~ CONCRETE STRENGTH 2000 PSI 4000 PSI 6000 PSI Shear Dicmeter Embedment Tension Shear Tension Shne a r Tension tto 1/4" l 1/8"' 3,7
975, 58 1653 4, $ 1455 I.7 2612 6.0 1755 f.O 2389 1 1/2" 1875 1653 2225-261'2 2935 2389 b.3/4" 2275 1653 2700 2Ibl2 3300 2389 2"
2525 1653 3125 2612 3350 2389 2 1/4" 2680 1653 3310 2612-3350 2389; 4 2,1/2" 2800 1653 3350 2612 3350 2389) (- 1V $t d HO 31 M' M41 Squi F79 3/8" 1 5/8" 6.(s 2245 (a,9 3748 3,9 2355 7/, 5107 35 2810 7,3 626E 2" 2725 3748 3025 5207 3650 626(i l 2 1/2" 3075 3748 3900 5207 4450 62dE 3" 3300 3792 4300 5419 - 5000 6266 5275 626t ! 3 1/2" 3425 3792 4600 5419 4" 3520 3792 4750 5419 5375 6 26f 6 26f ; 4 1/2" 3580 3792 4800 5419 5400, s... rree 1/2" 2 1/4" /,,6 4 A. t r /0,0 7444
6. 2. 5510

8. 0 83L6
(,$ 6845 7,0 9343) 2 3/4" 58I)$ 7444.' 7200' ,8316' 9800 914J ~ 3 1/2" 7000 'd,7444-9450 E314 13200
9341, 4 1/2" 7275 8897 11225 10232 14550 1152*:
10'3,2 15150 ~ 1152; 5 1/2" 8250 8897 12050 2 6" 9000 8897 12300 10232 15300 1152;, I 1 - f 3, e f 'k~= U N 'T _[f tual Concrete Strengths Pj Pi= rgDJ A l y c 4 /(a 2.-7WO l 2178 psi 4027 psi 6119 pst = 2.00 6 v I. 0 4 4**ewI.9I e6000aI,at i
See sheet A-3,for notes a s,. A A fo g artejpn #[
= I .? - =^ - j 3-- }gl Report No. 8783 <g M/0 I/ Mf ,3. j.,, j ~ tr.WIK-BOLT k h Dif b AVERAGE ULTIMATE TENSILE & SHEAR LOADS
r i
~ EU.'1 CONCRETE STRENGTH '2000 PSI 4000 PSI 6000 PSI f I Diameter. Embedment Tension Shear Tension Shear Tension Shear 2}f ND bSli
p N 15 M1 '
$416 flF7sf ! 5/8" 2 3/4" d,$,5410 4,211198 5.1 6600 77 11562 3.2 7700 G.7 13500- l 3 1/2" 6250 11198 9100 11562 9560 13500 4 1/2" 7000 11198 12000 11562 '14500 13500 5 1/2" 7550 13378 14300 15437 20300 15437 l 6 1/2" 8025 13378 16000 15437 21000 15437 ! 7 1/2" 9000 13378 17000 15437 21000 15437 I sW _$1Tl nW b IMb iea1 b 11lli m to ni n en. w 3/4" 3 1/4" J,6 8155 18 13257 3,6LO150 g,2 17133 7,7LO860 (,,7 18102 j t..* 4" 9700 13257 13400 17133 13700 18102 ] 5" 11700 13257 16500 17133 17600 18102 l 6" 13800' 15195 18000 18466 22500 21009 7" 15800 15195 21000' 18466 23600 21009 8" 16000 15195 ,23000 18466 23600 ,21009 9" 16000 15195 .23500 18466 23600
21009 e
1 n n 2'7 l 1" 41/2" 4000' 17355 .6000 f,I 26879 20500 7.I 32112 5" 15500 27355 18900 26879 24400 32112-6" s 17600 27355 24650 26879 32200 32112 l 7 ".- 18200. 27355 27500,' 26879 35000 32112 l 8" 18200 27355 27500 34491 35000 36394 9" 18200 27355 27500 34491 35000 36394 10" 18200' 27355 27500 34491 35000 36394 i Actual Concrete Strengths 2178 psi 4027 psi 6119 psi
SeesheetA-3dornotes A-2
--- ~ ~ _
..m.,.. _--.._r.,.m m,,... ~~ ,.I Rtport No. 87 '( .g* gjg g ( KWIK-BOLT 3/p- ~ [ t AVERAGE ULTit%T*C TENSILE K SHEAR LOADS
Appix 4 b'. l L
i \\ l s i 2000 PSI 4000 PSI 6000 PSI CONCRETE STRENGTH j Diameter Embedment Tension Shear Tension Shear Tension 1 Shear kS680~ 3i 23000 1 1 1/4" 51/2" M 19000 36750 31200 45195 mj ~ 6 1/2" 21600 36750 27100 35680 36500 45195l 7 1/2" 23600 36750 31100 35680 42000 45195 l .] ~ 8'l/2" 25100 39843 34600 35680
44400, 47098 I
9 1/2" 26200 39843 37800 35680 44400-47098 l . 1 10 1/2" 26800 39843 40900 35680 44400 '49596! I i .,i Actual Concrete Strengths 1 -:i 2178 psi 4027 psi 6119 psi a O
Tensionvaluesobtainedhrombestfit curve through mean values of test data.
Curves and test data contained in A A. Hanks Report No. 8784 (HILTI No. TR-lllA). 2 Shear values are minimum mean values at each embedment based on failure across threaded section of the anchor. 1 i b S 1, s 84 I 1 1 i 1 A3 i : l ^ p ant ^ u^Mvt TetTIMn i A NOD ATODICC, MN FD ANrt.CCO, CA. 94107 1_- _ _
4 a. .. m.u...am-a.- m (GNW Q N. 5lfGI s -- ~_. - --. _ ABB OT A. HAN KS, INC. ~ TESTING LABORATORIES I, [ - Established 1866 (' 1115 INDIANA STREET, P.O. BOX 77265 Laboratory Report - SAN FRANCISCO, CA 94107 File No's. H22 (415) 282-8600 ' Report No's. 6099-6100, 6101, 6102, 1513, 1514 March 24, 1977 HILTI FASTENING SYSTEMS 1 Cummings Point Road Stamford, Connecticut 06904
SUMMARY
REPORT - HILTI EDI CONCRETE FLUSH ANCHORS TEST PROG % SusJECT: and shear tests were conducted in three 8" thick Tension (pullout) non-reinforced slabs utilizing limestone aggregate designed for 28 day compressive strengths of 2000 psi, 4000 psi and 6000 psi. l Standard 6 x 12 inch cylinders were cast and: tested i.n accordance with ASTM C31 and C39 respectively to determine the actual average concrete strengths during testing. ' The test program substantially meets the static _ test critera for tests in concrete described in ASTM E488-76, Standard Test Methods for Strengths of Anchors in Concrete and Masonry Elements". Loads shown are average ultimate loads in pounds. We certify that the test values reported are indicative of the performance of HDI anchors when used in concrete strengths and. under conditions as noted in the. applicable reports. 3850 G2OO Concrete Strength
2000 PSI.
4009 PSI fr096 PSI l Anchor Size Tension Ghear ' Tension Shear Tension Shear W2.,9 -1304 ~ -17 ';0- - 220P -170E ? 3 07 '; - .-3464-HDI - 3/8 3174 397.0 4942 4225. 5650 5900 8 HDI - 1/2 .3997 5873 6751 6224 10200 9350 i HDI - 5/8 5549 8883 9696 12205 '10400 13600 KOI - 3/4 8857 15195 16034 17609 16400 21200
Actual Average concretie Strengths:
2000' psi,'3850 pci, 6200 psi ~I*T-7' 3 I'# f 7# 3 q AssoT.A. a m, m 67 7, i 6G G./
7. /

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b.~ m; - .w...a-.-....~.-_...:~...... 1 .w v .s .p. -q 7 o 4. .?- , re - 1[. g. eid:s 4h, nuclear 9l t E CS tecrear Inc. 220 Men:;omery Street
San Franc:sec. C4Mornia 94104 (d15) 54.4 6000 l'
s June 7, 1982 i: EDS /PGandI-8 2-06 6 0170-042-004 Pacific Gas and Electric Company 77 Se le Street San Francisco,-. California '94 06 ATTESTION: Mr. Frank Dodd ~ SUEJECT: Project Su. mary Report Gentlemen: Attached. is the Project Su= mary Report _ f or.the Pacific Gas and Electric Company Department Manuali Review Project recently perf c=ed with the assistance of EDS Nuclear Inc. .) This reper: is based. upon the individual findings-submitted i as par: of the De artment' Manual Reviews. The report identifies 4 generic issues or, trends which were common 'to all manuals. Recc= ended correc'tive actions are also.-included. If you have any further questions, please contact me 'or Mr. ]
. eyden.
i 1 l 1 l Ve rv. truly vours r -j \\ ,}} ' /~f. l R. M. Polivka ~ Project Manager R.'G / FJ S / wr1 i Attachmen. cc: Mr. W. P.aymond - PGandE (w/ attach. )- i t Ci %.n* y A M .p ' CD, San F,ancuo. i.e..:..' ;.an:a. s e.: e
4 as w ~ v s O M-7 7 ~ ..m ~ ~.. m _.mm s. i v. s PROJECT SU.v. MARY REPORT 1 ORGANIZATION A. It is strongly recommended that PGandE perform an evaluation of its current organization with respect to quality assurance l responsibilities a,nd activities. We believe that the present reporting level of the Quality Assurance Department' and the various departments'l quality control groups reflects the limited role.and responsibility which quality assurance i has had within' the PGandI corporate structure. In order i f or quality assurance to be fully integrated into the i organization, responsibilities should be' expanded to encompass mere activities within areas such as procurement, 1 program / procedure deve opment, and design.
H In accordance with Appendix 3, 10.CTR 50, Criterien I, l
the quality organi,ation should have "suf ficient authoritv. i t and cre.anizaticnal freedom to identify quality c.reblems, \\ l to initiate, reccmmend or provide solutions; and to verify 4 implementation cf solutions". - Within the current PGandE ~ v structure, the quality organization and the associated I responsibilities are being implemented by the Corporate Ouality Assurance Department and also by the various department quality centrol groups. This method of i crganica:icn has limited PGandI's ability to totally ccrply with the intent of Criterien I. l t 1 Cne possible method fer satisfying Criterien I is to change the present reporting level of the Quality Assurance Department within PGandE. Ane:her methed f or strengthening the qual,ity assurance rcle is to previde the Quality Assurance Department review and appreval authority over a wider range. cf subjects. This could incluce: Other ; Department OA/OC manual s, o 1 L All nonconfermances and discrepancy reports, and o 1 ( o Procurement documents. b'e believe that these changes should be evaluated further f or possible implementation. Af ter this evaluation.,'there are two (2) possible 'O alternatives which also should be studied. CE) 2> o All department quality a s surance/cen trol personnel _s tc be included within the Quali:v. Assurance .A-Department. c) O 60 1 l
z ' 11 U U. :). c.I [ U 3 ~ i 1 . Project Summary Report ] Page'Two a 1 ORGANIZATION (continued) ) i 9 o Department quality control personnel other' than 'l ~ the Quality Assurance -Department, be technically responsible to the respective department ranager, and administratively responsible to the Manager, Quality. Assurance.. Within the nuclear industry, there are examples of both structures working ef f ectively and ef ficiently. 1 i 1 We-believe that these proposed organizational modifications j ~ will inherently strengthen PGandE's ability to satisfy i its ccmmitment to quality assurance by integrating it into all project phases. It will also provide improved efficiency and assist in implementing functional programs such as auditing and procurement more ef f ectively. J B. As described within.the various manuals, L procurement activities are the responsibility of numerous individuals and/or departments. We recc= mend that the procurement process be studied to identify inef ficiencies -and/cr inadequate procurement centrol which may result!from overlapping authorities and unclear interf ace responsibilities. \\ P RO G F '_v. SCOPE AND ADMINISTRATION A. It is recommended that a procedure review and rewrite task be cenducted to acccmplish the f olloding: o To describe PGandE interdepartment interfaces. This can best be accomplished by including l procedpre ref erences of' other. departments within the text as well as including a " reference". l section within each procedure. The development of flow charts for functional activities, such as procurement, will also assist in the development of clear, concise procedures, and' o To provide consistency among " purpose", " scope", and'the actual text of the procedures. f[}3 B. " Standard Practices" are ref erenced and used extensively within the organization to centrol safety related work, however, the requirements are not contained within centrolled procedures. potential solutions are to rake ^j " Standard practices" controlled documents or to elevate .s 1 GD the control of safety related activities to CA centrolled C3 ~ orocedures. vJ
~_ -. -. -. -.. ~ a, y v 1
.q ProjGct -Summary Report Page Three PROGRAM SCOPE AND AO. MINISTRATION '(continued)
C. The Qualitv Assurance.*mnual, department manuals, and' implementing procedures all. establish the;secpe and ac.cl icabilitv. of the.qualitv. assurance program. Although' i the stated crateria comply with regulatory standards, f it is clear that many quality control activities are not. ~l applied. to "of f the shelf" or "non-saf ety related" equipment, materials, and/or components. This is most-evident in a review of procurement activities. Con-sideration should be given-to the application of quality 4 s assurance / control developed methods to all activities I J ef f ecting plant reliability and availability. 1 d NONCCNFOF.MANCE A.D CCRRICTIVE ACTION PROGRAM i 1 It is recommended that the following actions be taken in-order to establish and.. implement a censistent and comprehensive nonconfermance and ccqgective action program within the Crgani;ation. A. The number of f orms being utilized.by the various departments i f or the documenting of nonconf ormances, discrepancies and prcblems should be minimiced. There are over ten 1 (10) ferms currently in use. The procedures f or using
ne :crms snouldthe clarified so that it is ' clear under i
i what circumstances each :.orm is to-be usec.. I 3. Firm criteria should be established f.or the method of repor.ing nonconformances and/cr discrepancies. The current program permits the use of l'ower level' docum-ints for reporting problems. Therefore, trends.or major problems have the potential'to go unnoticed or be disguised over an extended length'of time. C. The program should be expanded to encompass suppliers, contractors, and consultants, as well as the PGandI internal audit program. ...,a,....-
.. u The indoctrina tion and training cf personnel wa s f ound to be a general weakness throughout the various manuals and departments.
.I t is recommended that the existing program be modified as fellows, in order to bring the program into. conf ormance with c{; industry practice and rec.ulatorv r ec. u i r emen t s. A. Training programs should be' initiated'early in the empicyment per:cd. We recommend that programs for centinued upda ting of the training be fi rmly. established. C! 4 .2.-__ --2__--
... g., - : a u~garau-. - - .a-1 Project' Summary Report i Page Four TRAINING - (con tinued) 3. Department personnel, particularly < - g-1 1;hould be trained in ea manner consistent with the respor.sibility/ l authority which has been delegated.to the discipline engineers. C. The qualifications and training programs for personnel performing audits'should be modified to comply vith the regulatory standards to which PGandE has co=itted. s 3 e 9 g 4 4 t \\ I e e 4 9 n a 2 CD LO, ; W
.... y ~.g 's 1 ENGINEERING DEPARTMENT MANUAL
SUMMARY
The Encineerino Decartment Manual has been established in order to descri'e the design and engineering activities perf ormed by o the Engineering Department. In general, the department procedures comply with. requirements contained within the 1 PGandE Oualitv Assurance Manual. l It is evident, h ow e'v e r, that the f ollowing deficiencies exist with respect to the manual and procedures presently being utiliced: there is a lack of defined responsibilities for personnel within the Engineering Department, 1 interfaces and controls within the Engineering l D e pa r tm en t, and between Engineering and other PGandE j departments are not well defined, the minimal role which quality assurance has been given in per f ormance of activities such as procurement { document review, and program /proced,ure development and.
review, the role of the Engineering Department during the operations phase and its inter f ace with the various technical review ecmmittee's is not adequately l
described, T the lack of a co.mprehensive and well integrated corrective actio'n p,rogram, a well defined system coes not exist for assuring and verifying that all required documents are incorporated in the design program and that 6esign changes, as necessary, are reflected in design documents, and with the exception of the piping design group and l engineering quplity control, depar tment instructions l for performing work activities are not cur ren t. DEPARTMENT ORGANIZATION There.are inefficiencies and/or lack of control which may result frc= the division of responsibilities between the l Quality Assurance Department and Engineering Department. Two major examples of this are: 1) Quality Assurance and Engineering OC are performing l internal PGandE auditing activities. This results in duplicate administrative efforts being accomplished for ~I3 C') audit scheduling, corrective action programs, and 23 training of personnel. c7 CD LO P
.g.. =< 2) Pre-award supplier quality assurance programs are received and approved by the Quality Assurance l Department whila post-award supplier procurement i control is accomplished by Engineering. Quality control and the discipline engineers. OA therefore, is. l eliminated from the review cycle after contract award, 'I and this may result in a lack of continuity for controlling procu,r ement. OA PROGRAM, PROCEDURES / INSTRUCTIONS The Engineering Procedures have the following weaknesses: Within individual procedures, the " Purpose," and 4 " Scope" sections and the title are inconsistent and do not describe the actual scope of the procedure, There is a la'ck of clearly. defined responsibilities and scope within the individuals procedures. This is a 1 result of the use of terminology such as, "as appropriate," and " as specifi ed", and ) \\ The identification of interf aces between Engineering and other departments is not well defined. This could be improved substantially by including a reference to other department procedures both within the text, and as part of the " reference" section. T?J.ISING T Procedures delegate a g{ eat deal of responsibility to ) discipline engineers in areas such as design-interface control, ] pr ocu r e men t, d ocumen t review, and nonconformance resolution and d disposition. It is not evident, however, that the training program adecuately covers such topics. DESIGN CCNTROL The manual does not provide procedures to. assure that all design documents are controlled and integrated into the design i control program. Procedures and responsibilities for I con trolling and i ncorpora ting fi eld change documents, such as Minor variation Reports, and engineering programs (Systems Interaction ?:ogram) into the design process are not clearly i established. l The role of the Engineering Department in implementing plant modifications during the ope rations phase, nor their interface with the various technical ccmmittees is not described within the pr ocedu r es. t) C'. : 32: a 'd) CD. 1 LD %e
'Nr=w'm, w w e ven m.er.o g r g [ M U U D 'o.'O' U b PROCUREMENT AND MATERIALS CONTROL Engineering procedures permit the.use of various documents for pr ocur ement of services, equipment and/or material. The criteria for utili:ing each of the documents and the responsibilities for initiating, reviewing,' and approving each is.not well defined. i Responsibilities for procurement activities have been delegated to'the various dicipline engineers. Since.no central group exists for providing the interfaces, procedures / instructions should contain 'de tailed requirements. DOCUMENT CONTROL ASD RECO RDS, The scope of the manual with respect to the control of documents and records.is not established. The existing procedures do not adequately describe the engineering interface with the Records Management System nor identif yc the various engineering documents and/or programs which have been utilized-on the proj ect. This would include, for example, the Systems Inte raction Program, engineering ccmputer inf ormation, letters of design delegation, field "as built" criteria, and special ~ precedures/ instructions. l l l l e f l
O.. Ua ho U 6 Z. h. e 8 a ~ MANUAL REVIEW h ~ p
SUMMARY
a o e EC R ng ENGINEERING A 4 e' 8 k"' n' C D epa rtment o u.. n 8 a 5 %C ~ w ~ A o %e O Q 4 t !- ]g l o ff a llQl4 O w T4 g ~ O t 82 [ g e~@ g .c . e. ~ . c, 4 = ~ k %~ r u 6 e m s o a o 4 9 e nr.x STx3Ia la-EDM-028 X X X 13-IDM-001 X X 13-IDM-004 X X 13-EDM-011 X X 13-EDM-013 X ~ 1 13-EDM-016 X X l 12-IDM-017 X X X i 13-EDM-015 X, X 13-EDM-019 X X X 13-EDM-020 X 13-EDM-021 X X 13-EDM-022 X X 13-EDM-026 X X 13-EDM-029 X X X 2-EDM-002 X-X 2-EDM-006 X l 2-EDM-008 X X 2-EDM-009 X 2-EDM-025 X X 7' O 2-IDM-027 X X .D. C' Pace 1 of I C
i 14 s 0 0 6 6a 0 7 IDEh7171CATICN: P.GUr'J & 'DOCL?2IiT (7.tv. No. ) Revisvar: L e + m. EDM, Section 10, Corrective Action, Rev. 3/15/82 Date: 4/29/82 EDM, Proc'edure 10.1, " Discrepancies" i
Attachment:
PROSLI.M STAT.MNT: I The Engineering Depart ent Manual (EDM) does not have a procedure adequately describing their corrective ac:1on syste=. Behind the " Corrective Action" tab of the EDM is Procedure 10.1, " Discrepancies." This procedure is really part of the Nomeonfor ance Section of the EDM. This procedure does not describe hov Engineering teets the require =en:s established in the Qua.lity Assurance Manual for a corrective action syste. FITE?J.NCE PICL*LATORY RIQUIRDCNT: (Rev. No. or Date) QA Manual, Policy Section Xi1 and Procedure 10.1 i l FlSOLLT:CN/CO.F:.NT: { EOM, Procedure 10.1 sh uld be included in Section 9 of the IDM, "Nonconfor ances" ) \\ Precedure(s) to es:ablish the corrective action syste= should be vritten which includes \\ { responses to NCR's, cpe: ite=s, and Discrepancy Reports. This procedure should also discuss ! hev QA audit findings are closed cu: and Engineering Depirtten: responsibili: des with regard to QA audits. j i e I i l 1 1 ~. 9 I e
_ _ ~ - - - wen ae.v ~ ~ Revisvar:f'.J. ; Stock EDM - 12.1 " Internal Audits" ,EQC - Inple:enting Procedure 1.1 Date: 5-6-82 -{-
Attachment:
1 PK031.IM STATEMENT: , Procedures 12.1 and 1.1 do not describe the certification and evaluation require =en i for lead auditor qualification. The require =ents are not white book either a.nd therefore are not referenced or included in the in co:pliance with ANSI N45.2.23. _ i ?ITERENCE ?ECLM TO?.Y PlQUI?H. INT: (Rev. No. or Date) i) l', ?,eg. Guide 1.146 Inple=ents ANSI Nt.S.2.23 " Qualification of Auditors"' 1 ?.ISOLUTION/CO.P:.NT: The rece== ended actien is as follows: E:r.pand Inple=enting Procedure 1.1 to ccver the auditor qualification progra: and ref erence 1.1 in EDM 12.1. l A '. s o, i the qualificatics of auditors and the audit prograestablish the QA Depart =en for al1 departments. ) lj 1 I I i ] 1 i 1 1 9 i I f s l een C' .s - es o. k ?
..-. - ~ ~ ~ -..... -.......... =. _.. "~ " - " " Z id ;.S:- () : 0.:.-o - A -A L ) .x;UAl I DOCUMEh7 (Rev. No.) Reviavsr:F3. stock .1DE;C7.71CA!1CS: w QAP'l.1 Training of Personnel Date: 5-5-82 ,IDM - 2.2 - Engineering Personnel Indoctrination and raining (7/78)
Attachment:
?ROBLIM STATEMIhi: ^/.? 1.1 es tablishes guidelines for proficiency and skills - training of department personnel. j Engineering Procedure 2.2 does not establish si=ilar require =ents within the Engineering l Dept. for develep:ent of training schedules, upgrade proficiency, scope 'of training,. i reviews, etc. e Review of individual deparr:ent =anuals (Mech., i. e., Civil) does not indicate any consistent l approach to proficiency / ski.11s training. .~ FIFEFISCE P.EGUIATORY FlQUIE.I.'.:h7: (Rev. No. or Date) 4 ~ \\ i i 1 1 1 FIS OLL~IOS / CO.F.:.:C: j Frocedure ED.". 2.2 should be updated.. (presently revised on.7/78) to reflect QA? require $ents. i e 0 e Wm C
- ~ _ ~~c s w o e. r ~ ~ Revisvar: 7. Stock-I EQC I:ple=enting Procedure 3.5 Date: 5-11-82 .(. . \\ At ta chment : ' ?R03Lr. STATEMINT: ?recedure nakes ref erence to IFR (Item for Review)' procedure as ' part of corrective-actien-however, no procedure is currently included in the EQC.v.anual or the Engineering pr oi;ra= ; Depart:ent Manual. 1 1 FIFE?.ENCE FICITLATORY F2QUIRF. MENT: (Rev. No. or Date) ) 1 10CTRSO, Appendix 3, Criterion II ] a i F250LLTIIOS/ COW..h7: r A procedure to establish requir-e:ents and criteria for use of III should be deve. loped and distributed. 6 I i f 1 l r l e 9 C', 1 7.: .am e 9 9 9 L C
33 g y.- ~ ~ ~.~~- x. n -- w __ IDIdITICATION:, MASUAL & DOCUMINT (Rev. No.) Revievar: . Stock l 4 Engineering Depart:ent Procedure 1.1 - Organi ation Date: 5-11-82
Attachment:
j PT03LEM STATDENT: I 1 1 ?.esponsib111:les of vice president Engineering and " Nuclear Project engineer" are not censistent vi:h QA Manual and c:her references such as the h*PG Manual. ' trocedure 1.1, paragraph 3.2.2, indicades that vice president - Engineering =ay designate a single engineering epart:ent as responsible for coordination of engineering verk for a given 1 job. This conflicts with the QA Manual Policy Section I and' NPC Manual since the =anager- ) Suclear Proj ects is assigned :his responsibility. l The " Nuclear Project engineer" referenced in EDM Procedures is not defined with respect to
ne Engineering and/cr Nuclear Project interfaces.
This position's responsibilities are o: clearly def t=ed. I 1 7.ETE72NCI FIOL.'J.70?.Y 7,IQUIrly2N - (Rev. No. or Date) ?. Mz=ual Poli:y, Se : ion I, Crga:ization l t._r e %m L 2. Co. / m u.v._ s. 1. Procedure 1.1 should be revised to reflect current organization and role of Nuclear ?r:je::s :epartzen: i h respect to the Engineering Depar: cent. ~he res;:nsibili:ies of :he "Suclear Projec: engineer" should be clearly defined. t i l I L-__--__________--.---__---__.._.._-_-___
u s i;.'. ...... e.._.<..- ,IDEST1,71CATICM: .%TAL' & DOCL*MI*.'T ..sv. No.) 3 j -d 6 Revievar: T. Stock Engineering Department Manual Procedure 6.2 " SUPPLIER DOC U".INTS" Dste: M1S/82 '.ngineering Department Manual. Procedure 7.1 -Quality
F.equire.ments for Procuremaint" Attachment

PROELEM STAT."_.NT:
Procedures do not describe the =ethod or system for identifying, controlling, and approval of-supplier _doce:ents and procedures. Ite=s 'such as the following are not described: 4 . QA and/or QC role in approval of supplier documents Review criteria / checklists for Engineering /QC approval ~ Control for release to =anuf acture, fabricate (interfaces are oecessary) . Method for verifying that all procedures / documents have ulti=ately been sub:itted prior to installation s RETIKENCE RIGL" ATORY F.IQUIRE".IST: (Rev. No. or Date) QA Ma=ual Policy Section VII, " Control cf Purchased Ite.=s and Service.s" F.IS OLL' TION / CO.MNT: Revise applicable procedures to esiablish syste= f or controlling the review and appro al 'ci docu=ents. 0 T .B l e s* Y
l C':
h ..q w s-C'
, 6amaar alm wa: FMJ/Ab G BPEi FINT 6XGW. 96 2 ~ g,- Reviewar:
7. S t o e*x e
DM - Procedure 11.1 " Tiles and Records"' Date: 5/4/82 ,EQCM - Procedure 1.11 and 1.12 - Files and R2 cords Attach =ent: j 1 PROBLDi STATDIENT: I CM Procedure 11.1 does not adequately address / define those engineering records whic'h are part of the syste=. Since there is no QA.H procedure covering records, this procedure basically stands on its om and 'contains no ref erences to AX5I N45.2.9 or other i baseline docu=ents. The info centained in EQCM 1.11 is only part of the overall system. EM 11.1 =akes ref erence to a future RMS; this exists at present. This procedure is over. 3 years old and should be revised. ?. EPI?iSCE FlCULATOF.Y PlQUI?J'.:.NT: (Rev. No or Date) d FISOLUTION/COMMZ"NT: DM Procedure 11.1 should be revi ed to reflect current records syste= and include a list of engineeri::g docu=ents to be included in the syste=. It should be interfaced with the ~ ?.'.5, 1 TQ:M 1.11 and 1.12 could be cochined into 1 procedure. t The docu en s in 1.11 could be included in EDM 11.1. ) The esti= ate fer revising the above procedures is 16 hours. 1 - 1 e Y O E e. es n (
m.m.- -..
c. m.a.m. _... o.
zN '? O : O ^ '3 'O'- .,3 l M ~ .. IIENTIPICATION: M.u"UAL di DOCUMENT (Rev. No.) . 3,..i ave r * 'T. Stoek .- EQC. Manual Date: 5-3-82 At ta chment: ?R03L.N STATIMIhT: ^ L.ne'ac= ministration and control of the Engineering Quality Control Manual-is-not consistent nor in ec=pliance with the procedures in the - EDM, specifically 5.1 and 5.2. Exa:ples of this are: . Procedure revisions not identified on pages of EQC Manual ..Use of lines to. denote change are not consistent with EDM .s . Procedure for:ats'are not consistent within IQC Manual and.are not in co:pliance with . IDM 5.2 7.IIIFE';CE F2CL".J. TORY FlQUIF".: hT: (Rev. No. or Date) Engineering-Department Mznual. Procedure 5.1 - I:plementing-Procedures F.ISOLUTIOS/CO.9' INT : i.evise IQ: and 7:c:edure 1.7 to be consistent with I M 5.2 and. revise'accenpanying IQC ecedures fc: unife ity and cer.fo nance with.IDM. t-i 4 e a e6 4 e T e 6-
4 s
9
y n c w y :e - e; e; fj e) .,.I?E2GITICATION: FJ3UA1. & DOCUMENT (Rev. No.). Reviewer: F. Stock. Engineering Ms.nual', Procedure 12.1, " Internal Audits" Date: 5/3/S2 I ' EQC Manual, Procedure 1.4, " Auditing" l a
Attachment:
?R03LO. STAT.NJ.NT: l The' referenced procedures indicate that audits shall be perfor=ed in sufficient scope and depth :o cover the entire progr,a= every 2 years. The frecuency is not sufficient ccesidering the scope of the enginee, ring progra=.. If a } continuous =enitoring/ surveillance progra vas instituted, it may be-satisfactory. -l 'de ever, such a progra= is no: discussed / referenced. I I i l FlJERENCE FICL'LATOF.Y ?.IQUI?l S hT: (Rev. No. or Date) s 1 Fl50LLT 05/CO M hT: 1 l It is re::== ended that a progra= to cover the entire progra= every year be initiated, j l and tha: surveillance /nenitoring also be acce:plished by EQC. ] l e I 1 I 1 l l s b
f l
U O. b
....j..3 .....g....,-_g..-_.~....,_w.._... ) + IEE!CIPICATION: MANUAI. & DOCUKEh7 (Rev. No.) Reviewer: F. ' Stock Engineering Department Manual, Procedure 5.2, "Implemancing Proc edu res" Date: 5/17/82 g.'i and NE Manual Procedrue F-1 v Attach =ent: i em I - PROBLEM STAT.W_.:.NT: Method for approval of procedures is inconsistent and not being co= plied with. Precedure 5.2 states that the Chiefs or Project Engineer are responsible for approving i=plementing preced:ues., P-1 in'dicates that the Chief M and NE or his delegate is responsible f or approval of. the Piping Group procedure. Review of the Piping Group procedures show' approval by the following individuals: Piping Design Coordinator, Lead Pipe Stress Engineer, Support-load Data Supervisor, Pipe Support Review Supervisor, and Supervising Engineer. Although letters of delegation =ay exist in these cases, it does not show evidence of a controlled syste=. (distribution list, review and updating, acknowledge =ent of receipt, etc.) s e \\ l-l 4 i l .( O p 5 ~ 4 1 1 i i d 1 1 1 1 S. i I l l 4 9 'em b. 1 o. q (~j
bgineering. Departme:h Manual, Procedure 7.1,.,,Q@A Raquire-h Revievar: F. 53:oeb' "*"^NN
NE WNMW 384 0
l
ents'for Procurement" 1
Date: 5/17/82-le Attach ent: PROILD! STAT.v_.:.'i7: he division of responsibilities for review / approval of supplier QA programs and the conduct' I . of plant surveys and inspections is inefficient since it requires co: plex coordination of the j in:erf aces betweee the depar::ents in order to perform effectively. In addition, satisfying the require =ents for training and qualification of personnel fro: 'both groups, under two different progrz=s,.is also inefficient. 1 ] RITIT25CI FIGULATORY RIQUIFIMIhi: (Rev. No. or Date) i 1 RISOLLT10N/C0 Y.:N7: Plan: surveys / audits, which are nor: ally pretra= reviews, should be conducNd by the QA depar::en:, sir.ce I:gineering vill not be f amiliar with the QA progra: aspects of the supplier,. l l l 1 1 ' l l i l \\ l e. 4 i 4 i e S e 4 9 f e e l 9
. =.. a- .. :)....o .) { .O -..../.. /. P DOC'h2.Q (t)Rev. No.)- ,, IDEh*I1FICATION: M/:21A1.i Is u Revisvar:'_;; geo f Engineering Manual' - Section 3 " Design" Section 5 " Procedures" Date: 5/19/82
Attachment:
?R0!LE'".. STATEMELI: There is evidence of documents / procedures being issued by Engineering which eff ect design control activities, but have not been issued in a ' controlled =anner. These documents / proce,dures have not been ref erenced or included within the' scope.of the Engineering Manual or other applicable =anuals, l 1 Exa=ples areias follows: 1) Procedure for Final As-3uilt Approval of Pipe Supports was issued uncontrolled and unapproved on 5/12/E1 - require =ents contained within the procedure were not included in applicable Engineering or General Construction procedures. s 2) System Interaction Program contains requirements which affect the design control pro'gr a: - new document such as the Action Req 0est Transmittal (A?l) has been introduced but no ref erence to the Program is included in Engineering Manual. i l ?.IPI?l2 ICE R.EGL' ATOFJ ' FlQUIFl.!GST : (Rev. No. or Date) CA M.anual Secticn III, " Design Centrol" QA Manual Section VI, "Docu=ent Control" \\ ~ il5 CLLTIC:;/ CI.92h7: t Engineering documents /progra=s which af f ect quality-related activities =ust be controlled since they are included within the scope of the ?CandE Quality Assurance ?rogram. e ,e e f: 4 _.-_-______._mm_-_
' IDIUTIIICATION: y.A'idA1, L DOCm2h'T (Rev. No.) ~ Stock ,. n ~. a w .v u
== Reviaver: F. EDM - Section 3 Da' sign p,t,. 5-11-82 -i i . Attach =ent: j w ?IOELDi STAT.v..h"I: No interf aces and/or responsibilities of the Engineering Co=puter Applications ~ Depart =ent. are. - reierenced vithin.the Engineering Department' Manual. I QA Manual, Sectics I, reft e,ces the Engineering Co=puter Applications Dept [Engi.neering Dept. role. However, the nterf ace between the departments is not defined. Also,:it'is not stated that IQC has any control or audit resperisibility over'sof tware develop ent' and . i= pl e= en t a ti en. l 4 Fl?I?lNCE FlC1.*LATCRY KIQUIRD2ST: (Rev. No. or Date) ) 1 QA Manual Policy, Section II, QA Progra= l QA Manual Policy, Section I, Organi ation EIS CLI.CION/ C C.92NT : 4 . Since Engineering Co:puter Applications perfor=s quality and/or saf ety related activitiss, l 2.QA Ptegra: should be established ~to ence: pass their sco;$t of activities. This should be included / referenced in the Engineering Depart =ent Manual. T 4 Y 't b g i. s ll
~ DE:CI.T1 CATION: MANbl. & DOCL'MI:G (Rev. No.). ..,_.. 7 _. a.... ...a .t A.aviever ,.. Stock IDM Procedure 4.5 - Contracts for Engineering Services Date: 5-10-82 i ,,')
Attachment:
?R03LIF. STATDENT: This procedure does not include require =ents to assure that adequate centrol is established' ever engineering service contracts with respect.to quality assurance / control. ) This procedure (1) does not include EQC or QA Dept. in the evaluation process, (2) does not i specify who deter ines if QA is required (paragraph 4.21), and (3) states that "No QA recuire=ents need be placed on the contractor if FCandE takes responsibility for design and procurement QA." These are exz=ples of the =ini=al role IQC e.nd/or. QA play in the procure =ent of services process. a i FIFIFISCE FICL".ATORY FlQUIFlPl:d: (Rev. No. or Date) ~ Appendix 3, Criterien V!1, Centrol of Purchased P.aterial, Equip =ent, and Services FISOLLTICS/C0 5 G: 1 CA and EQC should be responsible for the evaluation of contractor engineering services, l review of procure:ent for QA recuirenents. l 1 l
cedures should be revised to reflect this role.
I 1 i s 9 e l. a.. . ~. ..'i W L_____________________
t1DOSTITICATIOS:.MANbAL1 DOCU}Sh(RNv.$'o.f -Raviewer: T. Stock .s ED.4 - Procedure 4.1, Specifications Dste: 5-10-82 'EDh - Procedure 4.2, DE Preparation, Approval, and Issue Imple=enting Procedure 3.2, DN's
Attachment:
?ROBLEM STAT.v.:.NT: - l These procedures do not establish guidelines for when a. procure =ent specification =ust be written., which specifications EQC reviews, or what in the procure =ent process is not done by specifications. 1 s ?rocedure 4.2 discusses the use of DS's for nuclear saf ety related purchases when g specification is vritten. It is not clear when a specification is used and who has the I authority to procure ite=s in this =anner. If a specification'is not used, the methods and docu=e=ts to be utilized should be discussed. E.$'. Cuidelines, Procedure 3.2, indicates that "no" quality require =ents be i= posed on { l " fire protection syste=" and "centrol roo= pressurization syste= '- this does not appear to l be in co:pliance with technical require =ents. l 1 F.ITE.EESCE FICL1ATORY FlQ'JIF.v..Z: (Rev. No. or Date) 1 Appendix S, Criterien IV, Procure =e'nt'Docu:ent Control F.E3OLUTICS/CC.92NT: i Fropedures should be rewrit:en to establish criteria f or issuance of procurement l
pecificatiens and aise identif y docu=ents co-be util,ized when this does not occur.
j Guidelines f er Quality Assur anc e r equire=en:s i=p,os ed in procure =ent docu ents =ust be established and delineated within'the organi:ation. o e. O T o b e
.n.n u ewa sem w cuav e sw.=nr sw ~ M.2); Es~rievarh. Stock ~ ^ ~ ' ~ ), t....' ~
*ID Ma,nual - General' Co==ent Date: 5-6-82 k.,.
Attachment:
?R051.D'. STATD' h7: l The h*?C Manual specifies require =ents. for Diablo Problems- (DP's) and Plant Design Cc==ents - (PDC 's). TheIngineeringDesignP.anual~does(not establish or recognize the existence of. these design control docu=ents. FIFIFISCI FIGU1.ATORY-RIQUIREMIh7:. (Rev. No. or Date) h*?C F.anual Procedures D-444, III. 3, D-444, IV. A '10CFF.50, Appendix B QA Manual Policy V, Instructions Procedures and' Drawings FISOf.C10S/C0F:.h7: - Engineering procedures sh'ould be established to define responsibilities for engineering J interf aces with N?G and General Construction, PDC's and DP's. J O N 's .t. l 1 i l h 1 I i i %a C.i I ...e ) ( ) -g, mq
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9 AY BE Vxb g < g y m,4 w ii,4 max woaowto of IY4 A 85'.5 _ 7 'o r. g coe40utt on EQ,mL ( ~ m c. t _ sac i 'g h. l '* I M A4. MAT IE VMD PE/ N 167 V WITn M Aw. l.c Aoint. of' (- 2." ( F. 3 4@ 0 N'V ]$ coueus, ca. E.cuAL. GE./GW l&#'4 m #4 M IF 4 M J IF. He 3' s ,e n.m 5 DETRIL sioe c u ,e, n.. A& g..d v4ieitt i 3 T O 660'004 TYPICAL ARRANGEMENT OF RACEWAY SUPPORT I FROM CONCRETE CEILING { plABLO CANYO'. PG E, E CD. A3s ** i \\ 3ME7108 Or SMETs 1 ' OI er
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~ DCM No. C-15 Revision 3 l Doge March 1, 1983-File No. 52.7.11.2 x 40.2.4 / PACIFIC GAS AND ELECTRIC C0t#ANY 1 ,f DESIGN CRITERIA MEMORANDUM ' Structure, System, or Component: Diablo Canven PP - Eldetrical Raceway Simnnete Prepared by: Michael K. Yan SA M I. Den 3 85 Ncka i L oineeriv0pte 3 /2. M I 3 Group Laoder/ Supervisor Review (Discipline) a Reviewed by Interfacing D*sciplines: 8' *
3
~b Group Leader / Supervisor / Date wpi n c " u r De,e u, om (b, Date Group Leader / Supervisor Approved by: g 3' 3 /~ O) Department Chief: R. V. ttinger Date: I Approved for Project use: I Project Engineer: G. H. Moore Date: ) G. V. Cranston g ~ I' Page 2 through attached; describino dosi inputs. Other ettschments es indicated below. I with Attachment A thru H oc: O Approvirk o M [(ni,v3..rs.,,_ 6 " 5ief 4 'b(( lR ~.-..,, _ _ ~~ ' " A u :.. ,y,. -- , ~ ~ ^. ., 3 p r .%17
"*# 1 N O Chief, Engineering Quality Contre. > r =c :.,
l C Project Engineer O Discipline Group Leader (s)/ Supervisor (s) I C Meneger, Steam Generet'en Others Mo
.. L __. _m.... ' _...... DCM C-15 k,e.' Rev. 3 l DESIGN CRITERIA FOR SEISMIC REVIEW 0F CLASS 1E ELECTRICAL RACEWAY SUPPORTS AT DIABLO CANYON POWER PLANT 3 1. Introduction This set of design criteria is applicable to design review of A. Class.1E electrical cable tray, conduit and pull box supports at Design of conduits, cable trays, pull Diablo Canyon Power Plant. boxes and other raceway system components is not included. Design of these supports'shall be assumed to confom to th. configuration and general and special notes shown on PG&E Drewing ) 050030. Rev.29 (generic condition), except as' modified by as-built data. B. Loads to be considered are: (1) Dead loads of conduits, trays, and weight of insulated i copper conductors (see Attachment.A -- letter dated 10-29-81 Herrera/Vahlstrom to Bettinger); appifcable l 1 dead load of support shall also be included. 1 (2) Seismic loads are: ) a) The current floor response spectra for the Hosgri l Earthquake event contained in DCM C-17 b) The current floor response spectra of the Double Design Earthquake (DDE) contained in DCM C-30. The review shall be based on 7% damped floor response spectra. In determining the amount of dead load which 15. tributary to a C. support, the assumption shall be made that supports are spaced at the maximum allowed by the drawing and that the number of l cable trays and conduits allowed by the drawing are present on t the support (generic condition), unless as-built data indicates i otherwise, I i ) 2. Seismic Response Calculation ) A. Keoonse acceleration in horizontal direct'on l htal re:ponse acceleration in either north-south or east-west hccizontal direction shall be computed as follows: For nortb south horizontal motion: Af=ANS,gNS, yjg 2-
. _.. _ ~. ~ - -.... DCM C-15 Revo 3 n For east-west horizontal motion: AU=AU+SU. Y/g e where: -(S = Total north-south response acceleration. AU = Total east-west response acceleration T ANS = Transnational' spectral acceleration due to. north-south ground motion l AU = Transnational spectral acceleration due to east-west-ground motion DNS = Torsional spectral acceleration due to north-south-ground motion 9EW = Torsional spectral acceleration due to east-west ground motion X = East-west distance from center of mass Y = North-south distance from center of mass g = Gravitational constant Separate calculations of A, shall be made for Blume and for Newmark spectra. The greater of these shall be used in subsequent calculation of seismic loads. The above method of calculating response. acceleration including effects of structure torsional acceleration is applicable only to structures for which torsional response spectra have been provided. (Torsional effects of Hosgri Earthquake in the Turbine Building have been included in the transnational response spectra for that building) B, Response acceleration in vertical direction (1) The vertical response acceleration for Hosgri Earthquake shall' be obtained from the vertical response spectra in DCtt - C-17. (2) The vertical response acceleration for DDE shall be 0.369 l3 m-i
]
ey..,_.....-.-._.- g .c DCM C-15 .Rev. 3 ( C. Transverse seismic Loading l3 In detemining the transverse seismic loading on an electrical raceway support,the.more severe of the two' horizontal acceleration components described in Sec. 2A shall be assumed acting. transverse to the' raceway support unless the support is being evaluated based on as-built conditions, in which case, the appropriate horizontal' component may be used. D. Longitudinal Seismic Loading (1) In the longitudinal. direction, conduits and supports shall-be considered as systems. The. systems shall be analyzed in one of the two ways. (a) For systems that have a first mode. frequency.in the-longitudinal direction of not less than 33 Hz, equivalent static; analysis is used. LThe total seismic l load in the longitudinal. direction is calculated using the zero period acceleration (ZPA) of the appropriate - floor response spectra. The total seismic load is 0 distributed among the supports proportionally to their l longitudinal stiffnesses. l (b) Alternatively, dynamic analysis is used to detemine seismic load on each support of the system from the appropriate floor response spectrum applied in the longitudinal direction.. ~ (2) Cable trays have been provided with separate longitudinal i l supports and do not require seismic review of transverse-type supports in the longitudinal' direction. The longitudinal-l type seismic tray supports shall be reviewed for their l tributary longitudinal spans. E. In detemining the spectral acceleration, the spectral ordinate
[
corresponding to the calculated natural period of the raceway support shall be used with the following exception: o If the support is being evaluated for its generic condition and if the calculated natural period is greater than the period corresponding to 75% of the peak, the. peak value shall be used. See Figure 1 l . herever more than one set of response spectra a't a particular F. W floor level has been provided, the spectra located closest to the 3 support location shall be used (without _ interpolating).. G. Interpolating between the spectra at different floor levels to derive spectra at intermediate elevations is permissible and shall be done in accordance with DCM C-17 and DCM C-30. j H. For floor response spectra at Elevation 85' or below, ground response spectra shall be used (see Hosgri Evaluation Report). s i
DCM C-15 -i 2 Rev. 3 4 I 3. Load Combinations All raceway supports shall be evaluated for the transverse seismic loading and the longitudinal seismic loading separately. For each 3 seismic loading condition, the load combination shall be as follows. i Maximum stress or member force at each critical location in the support shall be calculated, separately, for seismic loads in the maximum horizontal direction and in the vertical direction. The resulting stresses or member forces due to. loads'in the. maximum horizontal direction shall be combined with the stresses or member forces due to vertical loads by absolute sum. Stress or-member force due to dead loads shall be added to the results described above to get total stn ss/ force. R The above paragraph may be expressed symbolically, thus: a 1 l* U = 0 + DAg (max hor) + day where: D = Stress due to dead load of applicable support weight plus tributary weight of raceways spans i adjacent to the support. day = Absolute stress due to applicable vertical seismic load. 1 DAH = Absolute stress due to applicable horizontal l! seismic load. U = Total stress due to seismic loads in horizontal l! and vertical directions, and dead load. l 4 Desian Specification l l Applicable design specifications for this purpose, adapted to reflect the approach described above, are: i A. For hot-rolled steel members AISC 1969 Specification for the Design, Fabrication and Erection of Structural Steel for Buildings. B. For cold-formed steel members, AISI Specification of Design of l Cold-Formed Steel Structural Members,1968 edition. 5. Material Properties A. Structural steel (ASTM A-36) used in these raceway supports has a yield point of 36 ksi. B. Cold fonned steel (ASTM A570, Grade 33) used in these raceway supports has an average yield point, F, as shown in Table A for y each cold-formed channel section. Virgin yield point, F, is 33 l' ksi. Ultimate strength, F is 52 ksi. ult j
.-~_- - DCM C-15 l.' Rev. 3 l C. Concrete strength, based on test reports, varies throughout the plant. When applying acceptance criteria, the designer shall use 4 I i the applicable concrete strength as shown in Attachment E (Table o 4-3 of the Hosgri Evaluation Report). 6. Acceptance Criteria i A. Member stress shall not exceed the following acceptance criteria. I (1) Acceptance criteria for hot-rolled steel members. I Tie provisions of Part 1 of the AISC Specification for the Design Fabrication and Erection of structural steel for Buildings are applicable with the following modification: allowable stresses may be increased by 60% for acceptance limits applicable to load combinations which include I seismic.
Reference:
NRC Standard Review Plan Sec. 3.8.4 Minor local yielding may be permitted if it can be demonstrated that local yielding does not affect the member strength or its function. (2) Acceptance criteria for cold-formed steel members I (a) Bending about major axis (ksi) 2 F 3 2 xc ya t Fb=F ya 2 'ii~ F 4.05w EC yc b where: F = average yield point, ksi ya (see Table A) E = elastic modulus, ksi C = bending coefficient; conservatively b Cs = 1.0 (see AISI Sec. 3.3) d = sEction depth, inches L = unbraced length, inches S*C = compression-side section modulus of entire section about centroidal axis perpendicular to loading plane, 3 inches I = moment of inertia of compression
C portion of section about its centroidal axis parallel to the 4
loading plane, inches 6-
DCM C-15 Rev. 3 4 For particular Unistrut -(or equivalent) profiles, the above fomula reduces l 5 ) to: 2 P1000, Fb= 41 .0028 L 2 P1001. Fb = 41 .0010 L. E P3300. Fb= 45 .0096 L 2 P5000, Fb= 33 .0011 L See Note 2 F5001, Fb= 33 .0008 L See Note 2 P5500 Fb= 39 .0012 L. 2-P5501, Fb= 39 .0009 L NOTE: When Unistrut P5000 and P5001 or their equivalents are'used as_ beams, the acceptance limits shown above have been reduced by 12.5% to avoid loca1' buckling of the compression flange. Conduits and cable trays which are. attached to cold-fomed channel members and are continuous across the support may be considered as lateral bracing of the member. (b) Bending about minor axis (ksi) Fb=F, y (c) Shear (ksi) F, = 0.6 Fy NOTE: Use F here, not F,. y y (d) Axial tension (ksi) -l j Ft = F, on net section j y (e) Axialcompression(pounds) Refer: Column Load Table, Unistrut General Engineering Catalog No. 9 (1978 edition), page 120, and Super, Strut. Framing Channel and Pipe Hangers Catalog No. 3 - Revision 3. Table III. (See AISC Steel Manual. Table-C1.8.1,foradviceonselectingKvalues.) 'l E If 1 118, P, = 1.33 x Column Load 'in Table Imin .- J l .. _ _ _ _ - - _ - _ _ _ = _ _ _ - - _ _ - -
..a.~.....~. ~.~.u.. o 4 HISTORY OF CONTROLLED DOCUMENT DISTRIBUTION FOR P-149, P-126. B-75 12/15/83 _ DOCUMENTS ISSUED RETURN RECEIPT REC'D i P-149. P-126 Rev 8 8/83 i Rev 9 9/1/83 11/18 Not Returned As of Yet B-75 M 46 - 1 4/15 Complete manual 4/28 1 4/21 w/o criteria 5/2 M 42 - 4 4/25 M 46 - 2 4/28 5/18 M 46 - 3 6/1 6/2 M 46 - 4 6/7 1 8/15 M 46 - 5 8/18 10/3 M 46 - 6 10/7 11/1 M 58 - 0 11/8 5/2 M 58 - 1 5/10 ) 6/20 M 58 - 2 7/29 8/3 M 58 - 3 8/5 8/24 i M 58 - 4 8/29 9/20 M 58 - 5 9/27 10/20 P 11 -4 10/28 5/26 P 11 - 5 6/1 8/31 P 11 - 6 9/6 10/20 P 33 - 0 11/8 5/23 P 33 - 1 6/1 7/7 P 34 - 0 7/15 7/26 P 27 - 3 8/5 10/20 11/8
a., a..:a -. u.. - -... DCM C-15 ~ Rev. 3 E If > 118 P,= 1.0 x Column Load in Table " min KL - shall not exceed 200 r in m B. Acceptance limit stress on fillet welds on cold-fonned steel members shall be 60% greater than given in Section 4.2.1 of AISI specification of Design of Cold-Formed. Steel Structural Members. Effective size of a fillet weld shall not exceed the thickness of the thinnest element to which the weld is applied. C. When axial and flexural stresses occur simultaneously at a critical location in a cold-fonned steel member, the following interaction formula is applicable: p,/P, + f /Fb i 1.0 b is the calculated where p, is the calculated axial load, fb flexural stress, P, is the acceptance limit axial load, and F is the acceptance limit flexural stress. b D. Loads on Unistrut (or equivalent) bolts shall not exceed 90% of l the proof loads (i.e., shall not exceed 2.7 times manufacturer's allowable loads). Interaction of pullout and slip loads shall be evaluated by the following formula: P 1(P /S ) (S -S) Ref. Consnentary on AISC Spec.1.6.3 u u u l where: P. 5 are interaction limit values of pullout and slip loads, respectively, for load combinations including seismic. P S are three times manufacturer's allowable pullout and slip 18adsSrespectively. Neither P nor S shall individually exceed 2.7 times manufacturer's allowable load. For load combinations not including seismic, P, S shall be 1.0 times manufacturer's u u allowable loads. E. Loads on Unistrut (or equivalent) concrete inserts shall not exceed 2.7 times manufacturer's allowable loads in pullout or slip. For evaluating interaction of pullout and slip, use same formula as for Unistrut bolts, above. I F. Design loads for Unistrut (or equivalent) channel connections l shall not exceed 2.25 times the manufacturer's allowable loads. l . l
~__,_.7..._.,.._...._. t DCM C-15 Rev. 3 G. LoadsonUnitstrut(orequivalent)conduitclampsshallnot exceed the values shown in Table B. H. Loads on. concrete expansion anchors shall not exceed twice the allowable pullout and shear loads specified in PG&E Engineering Standard Drawing 054162 - Rev. 3. Interaction of pullout and shear loads shall be evaluated according to Section A2.9 of Dwg 054162. I. If-a support detail shows loads applied in such a way that more severe stress conditions would occur if the loads were shifted to another location on the' support, the designer should check as-built conditions unless the worst position of loads can be accommodated. See Figure 2. l J. Vertical supports using. vertical rods are'not horizontal seismic supports. K. Unbraced joints made of angle fittings (e.g. P1331. P2626) shall be checked for rotation and fatigue resistance. No checking is. necessary for a braced joint. See Figure 3. The Moment versus Rotation curve-and The Fatigue Curves of l3 various combination of angle fittings have been derived from test data and are provided in Attachment G and H respectively. The fatigue resistance of an angle fitting shall be checked with the following equation: Sn "EQ EQ N < 1.0 Ref. IEEE Standard 344-1975 NDE HOSGRI - or SnEQ, "EQ < 1.0 N N DE DDE ~ 1 EQ = total number of load / stress cycle per earthquake where: n = 10 Ref: NRC Standard Review Plan Sec. 3.7.3. DE = allowable number of load / stress cycles per DE event N NHOSGRI = allowable. number of load / stress' cycles per HOSGRI event. NDDE = allowable number of load / stress cycles per DDE event j i )
a..-....~..._.._,._....._. DCM C-15 i Rev. 3 7. Evaluation Procedures 'T Step No. 1 1. Use spectra with appropriate damping given in Section 1. 2. Use acceptance criteria given in Section 6. l6 4 3. Use weights cited in Attachment A. l 4. Compute R ratio of acceptance criterion to corresponding l computed stress or force, for each critical location in the support assembly. 5. If any R-value is less than 1.0, go to Step No. 2. 1 Step No. 2. J 1. Use spectra with appropriate damping given in Section 1. 2. Use acceptance criteria given in Section 6. 3. Use as-built data obtained from field (General Construction l t Department). 4. Compute R for each critical location in the support assembly. .) 5. If any R-value is less than 1.0, go to Step No. 3 Step No. 3 i ). Provide design modification. ] 2. Repeat Step No. 2 on as-modified configuration. c 'j i i l I l l l
.....s..._,. .m..._.. DCM C-15 3 Rev. 3 Table A AVERAGE YIELD STRENGTH OF COLD-FORMED STEEL MEMBERS i BASED ON AISI SPECIFICATION, SEC. 3.1.1 UNISTRUT F, (ksi) y P1000 41 P1001-41 P3300 45 P5'000 38 4 P5001 38 PS$00 39 P5501 39 l 4 I TABLE B UNISTRUT CLAMPS -~ ACCEPTANCE LIMITS
Reference:
Unistrut Corp. Test Reports C-13-H, C-36-A (dated 10-6-77 and 5-13-77, respectively). Limitsshownare90%oftestultimateloads(pounds) CONDUIT SIZE PIPE CLAMP NO. PULL OUT TRANSVERSE SLIP LONG. SLIP l 1/2" P-1111B 1620 315 180 l 3/4" P-1112B 2340 335 315 l 1" P-1113B 2585 605 560 l 1-1/4" P-1114B 2160 405 315 i 1-1/2" P-1115B 3150 380 270 2" P-1117B 3780 470 270 2-1/2" P-1118B 3510 855 495 3" P-1119B 3780 945 875 3-1/2" P-1120 4725 990 920 4" P-1121 5355 1665 1485 5" P-1123 4455 855' 630 6" P-1124 4320 1190 830 i
., ~ DCH C-15 Rev. 3 1 4 sn s Zo a;*su > r< i 8 E l W l J W j s,(*t Ax ) .__... s i I u O i l i 8 { _=I l 1 i i l c: i w n u W s Q. I O e 8 8 I l ( f 1 4 i I 1 8 I I I i 8 i f f NATUR AL PERIOD, T ust sp) _ust s tetax) ( rom EVALUATING SUPPORT $ FOR THElR GENERIC CONENTIONS ONLY ) I FIGURE I 12
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.e a.- . e a L d r 1 J r l l I i j I I i I r 1 l i l i I t I l l l \\ I I i l l i i I l I i I l l l l I I. L__________a l i I i I i 3 T i . _ _ _ _ _ _ _ _ _ _l L a, QQ 3Lt L.f l ROT ATION AND FATIGUE. EXAMPLES OF SUPPORTS TH AT REQUIRE CHECKING FOR JolNT I l .a e r e9 -. 4 o ., y ; < g, y ;.. ; ). e.; c, .o 5 J.- J.> s q. I I 1 I l l I I l l l I l l I I l I i l i 1 I l l l 4 - l l I l l l l 4 l I I I ~ l a i _ _ _ _ _ _ _ _ _ I I 1 a O O o EKAMPLES OF SUPPORTS THAT 00 NOT REQUIRE CHECKING FOR FIGURE 3 __ 14
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PGwE .1-i pon wrea.compawv uses bj" 312CT12 CAL DGIIEI12KG I Pu No. As Larrea er I svessev Diablo Canyon gg w, Cable Trsy & Conduit Weights aureuse October 29, 1981 MR.1. V. E'2*fDCIA: Eere are weights which should be used in designing supports for cab'.. 'ys and conduits: CONDUIT Site (Dia. in.) _1/2 3/4 1 1-1/4 1-1/2 2 2-1/2 3 4 5 6 l l i We (1bs/ft) 1.0 1.4 2.1 3.1 4.1 6.0 8.6 12.5 19.0 28.1 39.7 I l TRAT l l Size l i (Vidth in.) 6 9 12 18 21. l l We (1bs/ft) 12.5 18.8 25.0 37.5 50.0 ) These weights are based on the following considerations: Conduit 1 - assumed to be filled to the maximum (42% by area) with insulated copper conductors. - conduit assumed to be rigid iron. Cable Trav - tray assumed to be NDtA Class II (3 inches high). - filled weights assumed to be 25 pounds per square foot of tray bottos. These weights are approximately equal to values cale.tlated assuming maximum fill (322 by aras) of insulated copper conductors. General - these weights will prvvide very conservative values since average actual usights are about 301 lass. J.1. II11I2A 37 W7(1214):ds W. W T10s f' cc: JVColwell, yJDan
... ~... -......... DCM C-15 .l-Rev. 3 l ATTACHMENT B DELETED l l i l 1 I i l 1 p '~
.a.. ...,_........-.._u.........._ DCM C-15 Rev. 3 4 i ATTACHMENT C 4 DELETED 1 1 i 1 l 1 l l l ---___.-______.__.w
-r => s.4.w n, e%.sa s.se -4 4 - b a *. aw..<w l J l .I DCM C-15 Rev. 3 i l ATTACHMENT D DELETED 1 l l i l l l I 1 I
.,o,-.. .e.. 5,' ATTACHIENT E DCM C-15 Rev. 3 TABLE 4-3 Averete concrete Se.renath and Modulus of Elastic 1tv 1 Averste f g Coocrate (testvalui) e Structure and Cosoonent Contsiament 5truesure ' Base Slab to Elevation 87' A 6330 4.53 x 106 SkAn Four at Elevation 89' A 6330 4.53 z'106 Interior' A 6330 4.33 x 10 6 skin Four 3 3850 3.54 x 10 Soldier laams 3 3850 3.54 x 106 Exterior Valls 3 3850 3.54 x 10 6 3 3850 3.54 x 10 J Dona i Auxiliary Building 6 Skin Four-3 3920 3.57 z 10 Walls and 51aba Below nevation 85' 3 3920 3.57 x 10 6 Slabs 4 Feet and Thickar at Elevation 85' 3 3920 3.57 x 10 4.28 m lo'6 Columns Below Elevation 85' C 5650 Walls and Slabs Above Elevation 85' C 5650 4.28 x 10 f Slabs Less Than 4 Teet Thick at 6 Elevation 85' C 5650 4.28 s 10 Columns Above Elevation 85' C 5650 4.28 x 10 6 East Walls Above C avation 115' C 5650 4.28 x 10 6 Other Exposed Walls C 5650 4.28 x 10 6 Exterior Slabs at Elevation 140' C 5650 4.28 x 10 6 Other Roof Slabs C 5650 - 4.28 x 10 Turbine Building 6 slab at Elevation 140' A 6590 4.63 x 10 0 skin Four 3 3870 3.55 x 10 Slabs Except at Elevation 140', Columns 6 and Pedestal 3 3870 3.55 x 10 Exterior Walls Above Elevation 85' 6 Except Shear Wall Along Line (1) 6 (35) 3 3870 3.55 x 10 6 Shear Wall Along Line (1) and (35) C 5500 4.23 x 10 I sbaar Walls Along Lines (5), (17), (19), 6 and (31) C 5500 4.23 x 10 6 Bamainder a 3470 3.55 x 10 6 Intake Structure 3 3430 3.43 x 10
Eaference 1
' E l s-ed -s.4 4 lwwT g ei A kpo i_g y p.g,4,,, g g;,,- -, 4 b"*** d - em =, . ---DCM C-15 g Rev. 3 1 l l l I 1 i 1 1 I l I 4 I ATTACHMENT F DELETED 1 l l i l 1 I i l \\ l %/ 5
DCM C-15 REV. 3 Attachment C. _Noment Versus Rotstion 5 7 70.0 4--* 63.0 F1331 Both Sides 54.0 . f. u.0 M 0 42.0 a se k05.0-3 w 28.0 - 21.0 - 14.0 - 7.0 l t I i l t 1 1 I I I I l' 1 I I I 0 .017.035.052.070.047.105.122.160.157.175.193.110 totacian'(radian) Sheet 1 of 8
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--a..-...., DCM C-15 REV.'3 ,~ , Attachment C. Noment Versus Rotettos l 42.0 37.8 1 l l 33.6
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l j F1325 Both Sides 29.4 h 25.2 \\ C i .a 21.0 .m e w 16.8 e h 12.6 8.4 4.2 f I 1 l l l I 1 1 I l l .I 0 .017.035 .052.070.087.105.122.140.157 .175.193.210 Rotation (radian) Sheet 2 of 8
,, -.. ~ ~ - ~.,,.,...... -. \\ l +...-.....-..._... _ _ _ DCM C-85 l . REV. 3 J 4 Attachment G. 6 Noment Versus Rotetion i l 1 l l l 28.0 i 25.2 M 1 72626 Both sides 22.4, I 19.6 4 16.8 J ~ n tam l .a 14.0 W u 8 11.2 I 8.4 ,t 5.6 2.8 1 1 l l 1 1 1 1 1 I i J 0.017 .035.052.070.087.105.122.140.157.175.193.210 3 station (radian) Sheet 3 of 3 \\ ^
- r--- . ~. -. DCM C-15 RZV. 3 attachment C. Moment versus Rotation s / ~ ] 28.0 25.2 +--+ 22.4 P1458 Seth sides 19.6 M 16.8 _m l 2 14.0 w Ge 11.2 8.4 5.6 2.8 1 i i i 1. I i 1 I i f J 0 .017.035.052.070.087.105.122.140.157.175.193.210 Rotation'(radian) 1 W Sheet 4 of 3 1 i
.........p, ,,. A..,, ,g %.g.gw.g w e e ggg, gg, g.g,4 g g, ~. _ _. - 4 e ? SCM C-15 4* REV. 3 Attachment C. Moment Versus Rotation '( ), 70.0 63.0 [ 56.0 49.0 I F1505 Both Sides 42.0 C 2 35.0 "s 28.0 { 21.0 l l 14.0 s 7.0 i I i l l I I I l l l 0 .017 .035 .052.070.087.105.122.140.157.175.193 .210 Rotation (radian) i \\._./ sheet 5 of 8
,........... _.... ~ ~. _ _. _ _.. _a,. _,,,,,, DCM C-15 REV. 3 ~ l. Attachment C. 96 ament Versus Rotetton l 1 1 l 7 70.0 63.0 56.0 P1331, F2626 49.0 m 042.0 a I en k l 05.0 3 ws 28.0 = 21.0 - 14.0 = 1.0 = 1 1 1 1 1 I i 1 I i t t 0 .017.035.052.070.047.105.122.160.157.175 193.210 Estaties'(radian) l l Sheet 6 of 8 .m.__ __.mm_.____.__-_ w
.. ~......_;. j DCM C
REV. 3 i
Attachment C. Moment Versus Rotation s = 4 1 70.0 G3.0 - M i 56.0 F1331, y1325 49.0 - M I 042.0 a am k ~ 35.0 - us 28.0 = 21.0 - i 14.0 - 7.0 = i i I i 1 1 1 1 1 1 i f 0 .017.035.052.070.047.105.122.140.157.175.193.210 location' (radian) Sheet 7 ef 8
m ~ ..... ~ ~ _...-. - i j i i DCM C-15 l }.' REV. 3 l Attachment C. i i llosent Versus Rotation j l l l I l i i 42.0 - J 37.m - 7 i 33.6 1 g I e-- -+ l = 29.4 sc m= 25.2 I .a F1331 ONE Side Only .k. w 21.0 I -c 16.8 t 12.6 8.4 4.2 1 I I I I I 1 1 8. 0 0 .017.035.052.070.087.105.122.160.157.175.193.210 Estation (radian) Sheet 8 #f 8 l l -ei.-
2.w...,._...... ..w. ~ dot C-15 I,' REV. 3 Attachment L-Rotation Versus Cycles 71331 Beth Sides l TEST DATA CURVE l I 4.-+ F F P F T Trtt? 4 p_.t:ee .a a. p,114,. r? wdq.. t:.:.d.+::F.,rh..m.d."4
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