ML20210F607

Vol I,Book 11, Concrete Compressive Stresses Under Cable Tray Hangers Anchorage Shims & Base Plates

ML20210F607
Person / Time
Site:	Comanche Peak
Issue date:	01/15/1987
From:	TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC)
To:
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ML20210E291	List: ML20210E306 ML20210E461 ML20210E491 ML20210E522 ML20210E575 ML20210E599 ML20210E617 ML20210E626 ML20210E662 ML20210E681 ML20210E703 ML20210E726 ML20210E744 ML20210E765 ML20210E784 ML20210E801 ML20210E824 ML20210E854 ML20210F001 ML20210F016 ML20210F059 ML20210F247 ML20210F289 ML20210F304 ML20210F406 ML20210F431 ML20210F455 ML20210F469 ML20210F479 ML20210F484 ML20210F499 ML20210F529 ML20210F555 ML20210F570 ML20210F583 ML20210F594 ML20210F607 ML20210F616 ML20210F624 ML20210F642 ML20210F648 ML20210F659 ML20210F664 ML20210L516 ML20210N395 TXX-6242, Forwards Rev 1 to Ebasco Svcs,Inc & Impell Corp Evaluation & Resolution of Generic Technical Issues for Cable Tray Hangers. Rev Reflects Update of Approach to Resolving All Issues Re Cable Tray Hangers at Plant
References
NUDOCS 8702110120
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f '.l VOLUME I - BOOK 11 TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK UNIT NO. 2 TABLE OF CONTENTS CONCRETE COMPRESSIVE STRESSES UNDER CTH ANCHORAGE SUBJECT SHIMS AND BASE PLATES PAGE SECTION I - GENERAL 1 1. Summary 2. List of Computer Run 3 l SECTION II - CORRESPONDENCE DUT 1. Memo from M Z Khan to F Hettinger, 1 File Ref. SAG. TUG 2.3025, File 2-C-3c, dated 5/9/86 SECTION III - CORRESPONDENCE *IN/ INPUT 1. CPSES/DCA No.19,973 Rev 2 I 2. Memo from Y Latifaoglu/J Christoudf as 4 to R Alexandru Feb 3,1986 3. Memo from E Odar to R C Iotti, Jan 24,1986 5 SECTION IV - CALCULATIONS References 1 1.0 Introduction 2 2.0 Methodology 4 3.0 Concrete Compressive Stress for up to 6 11/4" # Hilti Kwik and Hilti Super Kwik Bolts and 1" K Richmond Insert 4.0 Concrete Compressive Stress Fo Richmond 14 Insert 11/2" 7 SECTION Y - ATTACHMENTS None e e e

VOLUME I - 800K 11A TEXAS UTILITIES GENERATING COMPANY COMANCHE PEAK UNIT N0. 2 TABLE OF CONTENTS CONCRETE COMPRESSIVE STRESSES UNDER CTH ANCHORAGE SHIMS AND BASE PLATES LIST OF COMPUTER RUMS Ruw I.D; BATE. Pvto4mm NmG TnLE. l.M Hoo DE 4 2.%.84 AM5YS Rav3venait W PLATE tox24 x o.50 LMH oo H A 4 it 8(. M l-BAGE MATE 14KM x 1.50 n O O l

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cATE May 9, 1986 F8LE REF SAG. TUG 2.3025 ) File 2-C-3c omer Location 82 WTC l To F Hettinger g l! rnoM M Z Khan orrice LOCATION 87 WTC ,S TEXAS UTILITIES GENERATING COMPANY j susxcr CONCRETE COMPRESSIVE STRESS UNDER CTH ANCHORAGE SHIM AND BASEPLATES FOR COMANCHE PEAK SES UNITS 1 & 2 A study pe'rformed.to investigate concrete compressive stresses under CTH anchorage shim and base plates has now been completed. The conclusions from this generic investigation.are as follows:

1) Hilti Kwik and Hilti Super Kwik bolts up to 1-1/4 inch dia..and 1-inch dia.

Richmond inserts can be loaded up to their maximum specified allowable tension loads without exceeding the compressive stress of the under-lying concrete. Thus for such cases, concrete compressive stresses need not be checked in CTH design verification. Of course, anchorage plate stresses must be checked.

2) For 1-1/2 inch dia. Richmond Inserts, the maximum bolt tensions must be limited to 13 Kips and 24.6 Kips for OBE and SSE conditions respective-ly, based on controlling concrete compressive stresses. Of course, l

anchorage plate stresses must not exceed their allowables. If this re-quirement causes a han'ger modification,'see (3) below. 3) If the bolt load of a 1-1/2 inch dia. Richmond Ins.'rt is greater than the values given in (2), then the exact anchorage configuration (ie shim size and orientation) should be evaluated separately to determine the actual concrete compressive stresses. Study Description This study was undertaken to address the question of concrete compressive stress under the shim plates and base plates of CTH anchorages. The base angles used in the analysis were 8 x 6x3/4, 6 x 6 x 3/4 and 5 x 5 x 3/4 l and the plates were 24 x 24 with thicknesses from 1/2 inch,1 inch and 1-1/2 inches. Hilti Kwik, Hilti Super Kwik bolts up to 1-1/4 inch dia, j and Richmond inserts 1 inch and 1-1/2 inch dia. were studied. The com-pressive strength of concrete was taken as 4000 psi. In this analysis, it is assumed that a shim plate is placed under the base angle or base plate. It was assumed that this shim plate could be placed in any orientation. The size of shim plate is taken from DCA No. 19, 973 Rev. 2 for Comanche Peak SES issued by TUGCO. l 2

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l ) Study Description (Cont'd)' The shim plate is ' smaller.'than the base plate. This is conservative for the case where'a shim plate is not present. For computing concrete compressive stress, the concrete com;ression zone extends up to the edge of the bolt. t -l l i ) MZK:dg cc: R Alexandru S J Chen l R Cheng M Z Kahnv SAG. TUG 2.3025 1

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1 PAGE 1 0F 3 TUGC0(2) ll l... :< 1 i COMANCHE PEAX STEAM ELECTRIC STATION DESIGN CHANGE AUTHORIZATION DCA NO. 19,973 REV _2_ ' ' d (WILL) (%@l)(x)fER) BE INCORPORATED IN DESIGN DOCUMENT XX YES NO 1. SAFETY RELATED D0CUMENT: _ 2. ORIGINATOR: THE xx CPPE ORIGINAL DESIGNER '3. DESCRIPTION:_ n: A. APPLICABLE EREE/DWG/0000EK 2323-5-0903 REV _5_. 'THIS REVISION VOIDS' AND SUPERSEDES DCA 19,973 REV.1 B. DETAILS Cement or epoxy gr.out is not needed for cable tray supports attached to a - horizontal or verdical surface above a floor provided shims are used as shown on sheet 3 and the following conditions are met. The bearing area for the bolts shall be the minimum shim size as shown on sheet 3. Agapof[1 aximum is allowable without shiming between the concrete ~ surface a the support. If a shim o r less is installed, it shall be considered not safety related. N The maximum shim thickness shall be 3/4". With a shim installed, there 6ay - a maximum offlhtotal gap between the shim and cancyete _ _ _~ CD-LLSb GIB35 & Igg INC. R ECEIVdO 4. SUFFORTING DOCUMENTATION: ATi fIE'isTIIUIS i ff M UUSI .N.M 5. APPROVAi._ SIGNATURES: TK/se w _DATE 9de/td

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ORIGINATOR: M MFo

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DESIGN REPRESENTATIVE: CPF[@ u_p o C. DESIGN REVIEW PRIOR TO ISSUE: N W .::o-) 1 9 5 - CCN-mot. 6. STAN_DARD DISTRIBUTION: Civil Engineering (1) ARMS (ORIGINAL) (1) Design Review (1) y CCPY J ~ QUALITY ENGINEERING (1) DCTG FOR ORIG. DESIGN (1) i] house C0!F TNE-DC-21 August 19 l

'.6 il L DCA 19,973 Rev. 2 (continued) Page 2 of 3 1 ?b = /.

.1 surface and support.

m ~ The tack weld is to be considered not safety related. NOTE: If the above criteria cannot be met, then the support shall be cement or epoxy grouted. l i' ismasm $$iu.I_. J

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't .i 3 ?. Il ~} O DCA 19973 REVE SH 3 cF 3 h i. i ,e e 4 ~I Shixx D.-mz ~ 5 9g 5 s t e b t e t 3 5 o ' r%'r.. . s. 1 g g _l v. r-r-.--- t flerts: 1) c. pume. e gw- + %* 2.) Saims ru ca. r.ece w-'~n in nace \\ 55.) NIM.*hAUAk Sf/At R6ClLJ/KSD n' $bt' W/l'l'Al' I A) LL DisA5HS/CAJJ AKi~., A4A'ssAVAA DIAA2W.%C M$ ~ FOR INFORMATION ~ ~ ONLY I c.- \\ t

A. 1_tLI_E_B_Q_E_E_I_Q_E __ M_E_tf_Q_ l Feb. 03, 1986 .4 To: R. Alexandru M To From: Y. Latifmoglu / J. Christoudies Subj ect : TUGCO Comanche Peak SES Units '1&E Bearing Pressure on Concrete from baseplates. 'i During manual verification of 'baseplates, following criteria the bearing imposed, verify we did not (' established in our' design manual, by the ' base plate. compression stresses on'the concrete,

However, on the computer base plate analysis output, these stresses 1

show up, and in some rare cases these stresses are higher than the 1 allowable bearing stresses established by the ACI code. [ We believe that this"over' stress will cause redistribution of concrete stresses,1,ocally, but t'he base plate and anchor bolts will remain intact. During this

proscess, the area of contact between the baseplate and the concrete will increase, and the stresses will be redistributed to a wider area.

The redistribution will stop at the point where the compression stresses are equal to the bearing capacity of the concrete. l 1 Because of the above reasoning, we are not considering the concrete overstress as a design parameter. ? Please verify this assumption and advise. I' Your early response to the above will be very much appreciated. cc: J. Padalino F. Hettinger R. Sullivan G. Trillo C. Pien J. Swenson i I '()ee I 1 l l

w sy 93 1_N_I_E_B_Q_E_E_I_G_E M E_M_D_ l f.' Feb. 03, 1986 i Y /*" To: R. Alexandru M Yc_. From: Y. Latifaoglu / J. Christoudias y

M

Subject:

TUGC0 Comanch.e peak SES Units 1 & E Bearing Pressure on Concrete from baseplates. 31

f During manual verification of 'baseplates, following criteria a

established in. our design manual, we did not verify the bearing S compression stresses on the concrete, imposed'by the base plate.

However, on the computer base plate analysis output, these stresses

.j'

show up, and in some rare cases these stresses are higher than the allowable bearing stresses established by the ACI code.

'] (.], We believe that this over' stress will cause redistribution of concrete ,y stresses _ locally, 'but t'he base plate and anchor bolts will remain

l intact.

During this

proscess, the area of contact between the

l baseplate and the concrete will increase, and the stresses will be redistributed to a wider area.

The redistribution will stop at the ~- point where the compression stresses are equal to the bearing capaci,ty of the concrete. j Because of the above reasoning, we are not considering the concrete overstress as a design parameter. i 9 -1 please verify this assumption and advise. i 1 3 :j Your early response to the above will be very much appreciated. cc: J. padalino F. Hettinger ~ R. Sullivan G. Trillo I C. pien J. cwanson l 1-j e r. e o 1 e =- v v

EBoSCO interofficecorrespondence 6 i DATE January 24, 1986 FILE REF. 2-CP/C-218 i / To R. C. Iotti OFFICE LOCATION CPSES fOM CREE C E I V E D orriCE toCATion ~ rnou E. odar JAN 271986 SUBJECT TEXAS' UTILITIES GENERATING COMPANY COMANCHE PEAK SES UNIT fl J P PADALINO i SHIMS BEHIND EMBEDDED ANGLES We have completed our preliminary evaluation of the concrete' stresses under the i shims contact area and concluded that the average stress resulting from the j application of load is withi,n acceptable limits. The evaluation was based on t'he worse-cas'e (unrea'l'istically~conseivative) situa? ~ ~ i j tion, where a single bolt embedment utilizing lis" 6 Richmond, insert is assumed j to develop an allowable full tension load from a pure bending event. i As each individual embedment will be evaluated'during DV effort of Unit il CTH's, j the actual concrete stresses will be reexamined at that time. Unit #1 CTH walkdown should on1'y confirm that a shim is present for cases where the gaps are excessive and so indicate on the drawing. ' Previous requirement of e ) no more than 1/16" gap between shim and concrete (or shim and angle / base plate) l shall remain, as well as other requirements of Item 3.2.2.8 of TNE-FVM-CS-001. I E0/gh /g J. P. Padalinof (" cc: R. S. Alexandru J Ut.Li vo4sJ ~' lf. M u e.e_. H. Streblow sur - M b. [ koMG )

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