ML20140C475

Affidavit of Jc Finneran Re Consideration of Local Displacements & Stresses.Related Correspondence

ML20140C475
Person / Time
Site:	Comanche Peak
Issue date:	06/18/1984
From:	Finneran J TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC)
To:
Shared Package
ML20140C436	List: ML20140C430 ML20140C463 ML20140C475 ML20140C490
References
NUDOCS 8406190361
Download: ML20140C475 (78)

Text

{{#Wiki_filter:r 4 REL/d ED C ' T ; 37CNDENCE DOCKETED USNT,C UNITED STATES OF AMERICA '84 JUN 19 A9:13 NUCLEAR REGULATORY COMMISSION 1

5ELh BEFORE THE ATOMIC SAFETY AND LICENSING BOARD.ilNS A SF40 BRANCH In the Matter of

) ) Docket Nos. 50-445 and TEXAS UTILITIES ELECTRIC ) 50-446 COMPANY, ET AL. ) ) (Application for (Comanche Peak Steam Electric ) Operating Licenses) Station, Units 1 and 2) ) AFFIDAVIT OF JOHN C. FINNERAN, JR. REGARDING CONSIDERATION OF LOCAL DISPLACEMENTS AND STRESSES I, John C. Finneran, Jr., being first duly sworn hereby depose and state, as follows: I am employed by Texas Utilities Generating Company as the Pipe Support Engineer for the Pipe Support Engineering Group at Comanche Peak Steam Electric Station. In this position, I oversee the design work of all pipe support design organizations for Comanche Peak. A statement of my educational and professional qualifications was received into evidence as Applicants' Exhibit 142B. Q. What is the purpose of your affidavit? A. The purpose of this affidavit is to address allegations made by CASE regarding the consideration of the ef fects of local stresses and deflections. Specifically, CASE has made allegations regarding the following areas O! !5 0 PDR n --

4 4 (1) stresses induced from thermal expansion of the pipe in supports with cinched U-bolts and zero clearance box frames, (2) stresses induced in anchors from the thermal expansion of the pipe, (3) stresses induced in tube steel walls due to d welded attachments, and (4) local deflections and f de formations. CASE claims that Applicants have not adequately considered these effects in the design of supports at Comanche Peak. I address each allegation below. I. Induced Stresses From Cinched U-Bolts and Zero Clearance Box Frames Q. What are CASE's allegations regarding these effects? + A. CASE contends that the radial thermal expansion of the pipe i i i and service loads from the piping system will induce unacceptable stresses in cinched U-bolts and zero clearance box frames, as well as the piping itself. I will address in this affidavit the potential stressen from zero clearance box frames. The effects of cinched U-bolts will be addressed in a separate affidavit of Dr. Robert C. Iotti and myself to be filed shortly. s Q. What has been Applicants' practice regarding the consideration of these stresses? A. Applicants generally did not include calculations of-these ef fects in the design of their supports. As demonstrated l below, the resulting stresses are generally insignificant-

4 O compared to the other loads imposed on the supports and piping and compared to the allowable stresses permitted by the ASME Code. Q. Before addressing the technical aspects of this allegation, please identify the particular ASME Code provisions which govern consideration of these effects. A. ASME Code Section NF-3231(a) governs the consideration of these types of stresses in box frames because they result from the constraint of free end displacement, i.e., radial expansion, of the pipe. With respect to the pipe, the ASME Code, Section III, " Rules for Construction of Nuclear Power Plant Components," provides no quantitative criteria for the consideration of such stresses. It does provide qualitative guidance (e.g., NB-3645), but leaves the designer free to determine the method for quantifying this guidance. O. How have you evaluated the effects on the piping? A. To evaluate the effect of these local stresses, Applicants i have utilized the conservative allowables employed by Gibbs & Hill for assessing local pipe stresses associated with integral welded attachments. These allowables were reviewed and accepted by Cygna with respect to the assessment of welded attachments (see Observation Record PI-00-02 in the Cygna Report). Q. Why is the Gibbs & Hill methodology conservative?

e- - + A. In the absence of quantitative code guidance, Gibbs & Hill selected an allowable for assessing the localized stresses which is approximately 60% of allowables which normally would be applied, i.e., three times S (see Cygna evaluation of these stresses ( Board April 1984 Exhibit No. 1 at 32)). Q. How many supports of this kind exist at Comanche Peak? A. Applicants reviewed all Unit 1 and common area safety-I related supports to identify these support configurations. j We identified 51 of these supports. (There are 17,000-l 18,000 safety-related supports in Unit 1 and common areas.) O. On what type of piping runs are these supports located? A. Our review of these supports has identified only one box frame with zero clearance on a piping run with a maximum i U water temperature greater than 200 F. This is support'SI-325-002-S32R. The maximum temperature of the pipe in this case is 350 F.1 Q. Have you performed any analysis of the support on the 350 F l line? A. Yes. We have performed a detailed analysis of this frame, set forth in Attachment A to this affidavit. The expansion force between the pipe and the frame was calculated based on 1 i 1 I testified in the September 1982 hearings that the stresses from -this type of support would not be significant because I 4 l believed the supports were located on low-temperature lines (Applicants' Exhibit 142F at 7). In that'this support'is not on a low-temperature line, my prior testimony should be corrected in this respect. 'However, as'shown below, the stresses in.the pipe and the frame even for this support are all below allowables. Thus, the substance of my prior ' testimony regarding the significance of these effects has not changed. l

i - the relative temperatures and stiffnesses of the pipe and the frame. Tha additional stresses in 'So nipe and frame from this load were then determined. The results of that analysis demonstrate that even when including the local stress induced in the frame from the thermal expansion of the pipe with other loads, all stresses in the frame are less than Code allowables. I should note that these loads and stresses would be greater than those encountered in the other supports of this type because of the higher temperature of this pipe and the fact that the pipe is stainless steel (resulting in greater pipe expansion), and the greater thickness of the pipe (affording less flexibility and, thus, imparting greater loads). With respect to the local stresses induced in the piping, as I previously indicated Applicants employed the conservative'allowables utilized by Gibbs &. Hill to evaluate stresses for welded attachments to assess these stresses. The results of this analysis demonstrate that all stresses in the pipe are less than:the allowables established in that procedure. Q. Has any other analysis of 'these effects been performed for this support? A. Yes. This support was also assessed by Cygna-(see Nancy H. I Williams Testimony (Board Exhibit April 1984 No. 1) in response to Doyle Question #15. Cygna performed a conservative finite element analysis of the frame on this

i s e support to evaluate the stresses in the frame and the pipe. This analysis demonstrated that the stresses in both the pipe _and the box frame remained well below allowables even when both thermal and mechanical loads were combined. Q. Have you assessed the validity of the loads calculated by CASE for the support referenced in CASE's discussion of this topic in its Proposed Findings? A. Yes. We have analyzed the support dis. cussed in CASE's Proposed Findings (page IV-17) on this topic to determine the actual load between the pipe and the frame resulting from the thermal: expansion of the pipe. We assumed in our analysis that the temperature in this-line is 200 F (actual maximum temperatures is 130 F). By taking this conservative approach we have also ef fectively bounded the remaining supports on low temperature lines. Applicants' calculation of the loads between the frame and the pipe utilized appropriate methods from Roark & Young's, " Formula for Stress and Strain, 5th Edition". The results of our calculation ( Attachment B) indicate that even at 200 F, - the resulting force between the pipe and the frame will be 454 lbs. Miis is obviously not even close to CASE's calculated load of 27,280 lbs.2 In short, CASE's assertion 2 CASE had' estimated, using a very simplified calculational technique (CASE Proposed Findings at IV-17), that the load created between the 24" pipe and box frame was 27,280 lbs.

.- that the thermal expansion of the pipe would result in large loads between the frame and the pipe even in these low-temps-rature lines is incorrect. II. Stresses Induced in Anchors -Q. What are CASE allegations regarding consideration of stresses in anchors? A. CASE alleges that Applicants' design process does not adequately account for the stresses induced in anchors due to the radial thermal expansion of the pipe (see CASE Exhibit 6698, Section 14). Q. What are the " anchors" referred to in this allegation? A. The term " anchors" as used by CASE in this allegation refers to supports on the piping system which are designed to restrain the movement and rotatiob of the pipe in all three directions. Q. Have Applicants performed any analyses regarding these-i effects? A. Yes. Applicants have performed a detailed analysis of the three supports referenced in Section 14 of CASE Exhibit 6698. One of these supports (CC-1-008-029-533A) (See CASE Exhibit 669B, pages 14j - 14m) has since been completely redesigned (for unrelated reasons). Nonetheless, we included the new design in our analysis. Q. What are the results of the analyses of these effects? I L y*- er-e

e . A. As shown in the attached analyses (Attachments C, D and E), inclusion of the thermal expansion effects of the pipe with other loads in the assessment of the anchors resulted in no overstressed conditions. Applicants calculated the additional forces generated in the support by calculating the thermal expansion of the pipe for each support, considering the flexibilities inherent in the structural members and the pipe. Applicants did not consider the flexibilities in the joints, baseplates, or anchor bolts. Had these effects been considered, the results of the analysis would have been even more favorable. In addition, Applicants did not take i advantage of the increased allowables permitted by NF-3231(a) for restrained free-end displacements - when assessing ] stresses in the support members. Q. Have any other calculations been done regarding these effects on the supports at Comanche Peak? A. Yes. Cygna analyzed a similar support for these same effects in their response to Doyle Question 15 (see Testimony of Nancy H. Williams, Board April 1984 Ex. I at 33.) Their results also demonstrate that all stresses in the frame and baseplate were far below the allowables used by Cygna. l O. What do the results of the analyses performed by Applicants f and Cygna demonstrate? i l

... A. These analyses demonstrate that the local stresses produced in anchors as a result of the thermal expansion of the pipe would be below appropriate allowables. Thus, CASE's assertion that these effects are significant and that they should be calculated in' support designs is not valid. III. Stresses Induced in Tube Steel Walls Q. What are CASE's allegations regarding local stresses in tube steel walls? A. CASE alleges that Applicants have not adequately addressed stresses in the walls of tube steel members induced by welded attachments (see CASE's Proposed Findings, Section V at V-5). Q. What is Applicants' pratice regarding consideration of these stresses? o A. These stresses are assessed by each of the support design ranizations on a case-by-case basis, when deemed ropriate by the engineer.- The NRC Staff reviewed olicants' practices in this regard and had no concern regarding the adequacy Applicants' approach. The Staff reviewed a random sample of 100 vendor certified supports selected by the' Staff and found Applicants had considered these local effects. (See SIT Report (Staff Exhibit 207) at ' 42; Tr.,7030-32.) Q. What method do the engineers use when calculating these stresses?

.o . A. The most commen method of assessment is the local failure approach in AWS Section 10.5.1. In fact, ITT has a separate procedure based on the AWS approach by which they assess these stresses when deemed appropriate by the engineers. Other calculational techniques may be, and are, utilized. Q. Did CASE correctly assess the impact of these effects on the support referenced in'its Proposed Findings (support CC 116-038-F43R, (CASE Exhibit 6698, Items llWW and llXX)) on this topic? A. No. In the first instances, CASE performed no calculations to substantiate its assertions. Rather, CASE premised its position on certain factors it believed indicated that analyses should be routinely performed to assess these effects. These premises are, however, incorrect.

First, CASE implies (CASE Proposed Findings at V-5), that the mini-mum width ratio of tube steel to tube steel connections that Applicants used until September of 1982 was 0.8.

(CASE apparently intended by raising this point to refute the NRC Staff's discussion of these ef fects, where width ratios at Comanche Peak less than 0.8 were mentioned.) However, CASE has incorrectly interpreted Applicants' design guidelines in this regard. CASE's argument is based on a figure in CASE Exhibit 716 which shows that for a tube steel to tube steel connection, where d/D is less than or equal to .8, a fillet weld may be used. However, this guideline only relates to whether the engineer should specify a fillet weld or whether another

G . type of weld was necessary. It has no relationship to Applicants' consideration of local stresses in tube connections in support design. Further, with respect to CASE's assessment of the local stresses in this support, CASE claims that the tube to tube ratio was less than .4. This is also incorrect. As can be raen in the attached copy of the support drawing (see CASE Exhibit 6698, p. 11WW-llXX), the rear bracket is on a Fig. 211 #1 sway strut assembly. The attached catalog sheet for the item (Attachment F) shows the bracket dimension across the tube is 4 1/2". The connection ratio, therefore, is 4 1/2 divided by 8, or.5625, which is obviously greater than .4. Finally, an analysis of this connection using the AWS local failure method discused previously, indicates that an allowable stress of 3953 psi would apply to this connection. The actual stress calculated for this connection is 2261 psi, or 57% of allowable. Thus, contrary to CASE's assertion the design of this connection was clearly adequate. O. Have Applicants performed any other calculations to confirm ~ the appropriateness of their design process in this regard? A. Yes. To further assess the appropriateness of our design practice regarding the consideration of these local stresses, we selected several worst case supports from CASE Exhibit 669B with tube steel connection ratios less than

.O . 1.0, and included three additional supports claimed by CASE to have been inadequately designed for these effects, for detailed local failure analysis by the NWS method mentioned above. This analysis includes the three supports mentioned in CASE's Proposed Findings (at V-5) which CASE contends could be inadequately designed and support RH-1-025-004-S22R, which was included in CASE's cross-examination of the SIT team (Tr. 6975). The results of these analyses are summarized in Table 1'(attached). As is evident from that Table, in all cases the local stress is less than the allowable. In fact, the highest stressed member is only 57% stressed and the average local stress for these worst case supports is only 26% of allowable. In sum, these ;nalyses demonstrate that each of the supports referenced by CASE as a basis for its position on this matter were adequately designed. Thus there is no valid basis for CASE's assertion that Applicants' design approach for the consideration of these effects resulted in unacceptable support designs. IV. Local De flections and Deformations Q. What are CASE's allegations regarding local deflections and deformations? A. CASE has alleged that Applicants did not include local deflections and deformations in its deflection calculations for support designs (CASE Proposed Findings at IX-1).

' Q. What la Applicants' practice regarding consideration of these deflections and deformations? A. It has never been Applicants' practice to include local 4 effects (e.g., bracket to tube wall or bracket to plate deflections) or standard component deflections (e.g., struts, clamps, snubbers and U-bolts) in calculating support deflections for class 2 and 3 supports. (As indicated below, we iuclude these ef fects for class 1 supports. ) 4 Thus, CASE's assertion is, in effect, correct. Applicants' practice is, however, standard industry practice which is premised on sound engineering principles that result in adequate support designs. In this regard Dr. Bjorkman testified that it was not industry practice to evaluate particular types of local deformations which CASE alleged should be considered (Tr. 12482-83). 1 Q. How do Applicants calculate support deflections in their design process? A. Applicants consider the deflections of the structural l l portions of each support in calculating deflections for comparison to the 1/16" deflection guideline. To assess the l effect of Applicants' practice in this regard, Applicants' selected the 15 supports from CASE Exhibit 669B which. present worst case conditions for assessing these effects, l and a support used by CASE in the cross-examination of the Staff on this subject (Tr. 6975). Applicants assessed each l

4-4 of these support's deflections including the local and component effects CASE contends should be included in the deflection calculations. Q. What are the results of Applicants' evaluation of these effects? A. As can be seen in Table II, almost all the support deflections remained below 1/16" (.0625). Three supports exceeded the 1/16 criterion. However, a closer examination of these supports demonstrates that these designs are, in fact, adequate. 1) CC-2-008-709-A43K. The deflection calculation l performed here was on the support design as it existed in CASE Exhibit 6698, Items liff and ligg, before the 1/2" plate was changed to a 1 1/2" plate in the course of the design (in this case as-built) review. (See NRC Exhibit 207 at 41.) The deflection of the support as I initially designed was 4/1000 of an inch greater than l 1/16". (CASE claimed the deflection would be "far in excess" of 1/16", CASE Proposed Findings at IX-5.) The deflection of the support is now much less than 1/16". i 2) MS-1-001-005-S72R. Although the calculated deflection of this support including all local and component i effects is greater than 1/16" (by approximately 1/80"),- 6 the actual stiffness of the support is 1.347 x 10 lbs/in. Given that the generic stiffness for this

. 6 support is 5 x 10 lbs/in, the actual stiffness is well within the acceptable range of stiffnesses even though the deflection is slightly more than 1/16" (see Affidavit of Iotti and Finneran regarding the use of generic stiffnesses, at 7). 3) CC-1-008-019-A33K. Although the calculated deflection for this support is more than 1/16" (by approximately 1/80") the actual stiffness for this support is.226 x 6 10 lbs/in. (The stiffness was conservatively reported in our affidavit on generic stiffnesses as being.168 x 106) Again, because the generic stiffness for this 6 support is 1.35 x 10, this support also is within the acceptable range for support stiffnesses. O. What do these analyses demonstrate with respect to the consideration of local and component effects? A. These analyses demonstrate that even when local and component ef fects are accounted for in deflection calculations, the 1/16" deflection criterion is still satisfied in the vast majority of cases. In those cases where the deflection does exceed 1/16" (and none' greatly i exceeded the criterion), the support stiffnesses remained in the acceptable range. Thus, CASE's allegation that inclusion of these local effects would lead to excessive deflections is not valid. 1

m _. Q. If Applicants *had elected to calculate these local deflections and deformations in their deflection calculations, would the present deflection criterion have been selected? A. No. If Applicant had intended to include the local effects CASE claims should be evaluated, it would have set a deflection criterion higher than a 1/16". As demonstrated above, although these local effects may result in potential deflections slightly greater than 1/16" there is no safety significance to this fact. Thus, Applicants could have selected a larger deflection criterion to account for these e f fects. Q. Has CASE made any other allegations regarding Applicants' i consideration of support deflections and deformations? A. Yes. CASE has also alleged that it believes Applicants' support designs will have excessive deformations and, thus, Applicants have not satisfied the guidance contained in Regulatory Guide 1.124. CASE apparently contends that the deformations and deflections in Applicants' support designs constitute the "large deformations" mentioned in the Regulatory Guide, where it is stated: Component supports are deformation sensitive because large deformations in them may significantly change the stress distribution in the support system and its supported components. [ Regulatory Guide 1.124, Section B.3

I , (see CASE Proposed Final Findings of Fact, pages IX-17, XXX-12). Q '. Is CASE correct in its assertions regarding Regulatory Guide 1.124? A. No. In the first instance, Regulatory Guide 1.124 is .' f, applicable specifically to Class 1 supports. Applicants do perform complete stiffness calculations for Class 1 supports, including consideration of local ef fects. These values are utilized by the stress analysts in analyzing the piping system. In addition, irrespective of the support classification, the discussion in Regulatory Guide 1.124 regarding large deformations is related to the use of plastic analysis methods, With respect to support design using elastic analysis, as Applicants use, Regulatory Guide 1.124 recognizes that deformations will be small. The Regulatory Guide states, as follows: / A comple'te and e'onsistent design is possible 1 anly when system / component / component support interaction is properly considered. When all three are evaluated on an elastic basis, the interaction is usually valid because individual deformations are small.

However, if plastic analysis methods are employed in the design process, large deformations that would result in substantially different stress distribution may occur.

[ Regulatory Guide 1.124, Section B.4 3 ( I would also note that plastic analysis methods are not, as CASE has implied (CASE Propos'ed Findings, page XXVI-26), those methods used in elastic design where certain amounts .v'

\\ l . of inelastic action are normally expected to occur. The plastic analysis method is an approach to the design of a structure where full section plastic hinges are postulated to form until a collapse mechanism for the structure is e reached. This method is allowed by Article XVII-4000 Limit Analysis Design, in the ASME Code. When these methods are used, deformations may be several times larger than the deformations that would occur in elastic analysis. In summary, CASE's concerns regarding the consideration of deflection effects for support designs using einstic ] analysis are not valid. 4

t.: i W s p C. FDGIERAN, Jr. .[ 3rna OP Tera.5 CocovvY 09 Som vs.p5 < t. Subscribed and sworn to before me this 18.th day of June,1984. l A?', a 1/ 2- ~ _ Wdtary Put:14c ' U xy comm euoe,:o c.xt>ae.1 m 29,/986 i Tn.:s is a telecopy facsimile. The criginal will $e sent under separate cover 4 1

1 TABLE I ALLOWABLE STESS ACTING STESS SUPPORT DOBER CASE EXHlBIT # 6698 OR LOAD-AWS OR LOAD SI-1-031-704-A32R 12 H, 1,J&K 11,976 pst 2,112 ps1 CC-1-020-001-A33K 41,J&K 8,095 pst 2,032 pst CT-1-008-010-S22K 13 HH & il 33,400 lbs. 6,815 lbs. CS-1-079-036-C42K 13 SS & TT 7,750 pst 690 psi CS-1-239-007-A42R 13 EE, 00, FF'& GG 11,625 psi 679 ps! CC-1-028-701-A33R 13 MM & NN 7,750 pst 1,312 pst CC-1-116-038-F43R 11 WW & XX 3,953 ps! 2,261 ps! - CT-1-124-418-C72R 11 UU & VV 11,139 pst 1,774 pst MS-1-001-002-S72 R 4S&T 7,640 ps! 2,246 pst MS-1-001-005-S72 R 40&R 252,780 lbs. 101,456 lbs. R4-1-025-004-S22 R Tr. 6975 9 218 ps! 2,845 psi CC-1-000-019-A33K 13 AAA & BBB 10,766 psi 3,7% pst f MS-1-146-700-S75 R Findings V-5 7,979 ps! 2,608 pst MS-1-147-700-S75 R Findings V-5 7,979 ps! 2,608 pst i 4 W

Table il DEFLECTION CALCULATED INCLUDING LOCAL DEF0FNATION AND STANDAR) SUPPORT EMER CASE EXHIBIT NO. 6698 COWONENT DEFLECTION (Inches) S I-1-031-704-A32R 12H - 12K .01199 Horz. .0200 Vert. 0C-1-020-001-A33K 4l - K .06045 CT-1-008-010-S22K 13HH & il .0240 CS-1-079-036-C42K 13SS & TT .0101 CS-1-239-007-A42K 13ee - gg .0233 CO-2-008-709-A43K' 11ff & gg .0665 CC-1-028-701-A33R 13nue & nn .0437 CC-1-116-038-F43R llW & XX .0503 CT-1-124-418-C72 R 11U0 & VV .0076 [ i MS-1-001-002-S72 R 4S&T .0456 MS-1-001-005-S72R' 40&R .0753 fH-1-025-004-S22 R TR. 6975 .0320 1 i CC-1-008-019-A33K 13AAA & BBB .07522 CT-1-017-034-C72R - Il qq .0289 4 i CT-1-008-006-S22K 1100 & pp .0565 4 Sl-1-104-008-C52K 12 F & G .0165 h a =

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6. O O. O

".%12.000 O. O O. O 21.0475 24.23*so O. o O.O

6. O 3472.000 O. O O. O 8.3275 11.5s50

o. O o.O O. o

~5472.000 O. O O. o 21.0475 11.5150

0. O O. O

o. O

-5472.000 O. O O. O 14.6875 17.875o

o. O O. o 6062.000 O. O O. O O.O COmpuiED bOL.T/ PIN LOADS

/ /--N(JDE ---/ - - -- ---LOCAT I ON - - --- /-BOLT / P IN-/- A X 14L FORCE-/------- ---SHFOR 3Cr4CES -// X Y Z JLOb4L-X GLObHL-Y SRSS 20201 3.0625 2.0000 O. O 3 O. O -4 % 894 1554.654 1555.331 30801 5.5000 28.3750

0. O 1

3382.632 43.562 1546.387 1547.000 - 80e01 - - 25.4375 '3.0625 O. O 4 O. o -42.291 1478.764 1479.369 99990082 27.3750 28.6875

0. 0 2

2576.608 44.622 1472.193 1472.869 COMPUTED DISPLACEMENTS / ROTATIONS AT LOAD POINTS / /--eeODE-/ LOCAI(ON / DibpLACEMENTS /- ROTATIONS X Y Z X Y Z X Y 8.3275 -- 24.2350 O. O O. O O. O O.006142 O.000398 -0.000182 21.0475 24.2350

0. O O. O O. O O.006123 O.000421 0.000223 8.3270 11,5150 C. O O. O

o. O O.0o0403 0.000222

-0.000017 21.0475 11.5150 0.O O. O

o. O O.000357 O.000215 O.000031 14.6875 17.8750 O. O O. O O. O O.Oo3d96 O.000532

-0.000002 ~ COkPUTED MAXIMUM PRINCIPAL STRESS VALUES 6 "-MANIMUM-PRINCIPAL STRESS : 1703.11255 ELEMENT : 60404 m. f V. .. %W 8. 6 E r y r y~ y=

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SUMMARY

LEVEL 1 . W

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'Sd2CIFIED GENERAL DATA-PLATE' DIMENSION IN X DIRECTION....... 29.187 e ' PLATE DI MENS ION-I N -Y---DI RECT ION. s..T.. - ~31.500 PLATE THICKNESS....................... 2.000 f.' PLATE v.ODULUS......................... O.277000E 08 -FOUNDATJON MODULUS....--.s...c......... O.363000E 07 PLATE ELEMENTS TYPE................... PBQ1 CPT . {I; gi I SPECIFIED BOLT / PIN DATA (.. --NUMBEfMF-BOhTS / P I NS..T. '...... '....~.~... --~ " ~- l -//-NODE / -- L O C A T I O N /-BOLT / PIN-/ KF - - - /-DIAMETER-// ( ' X Y Z AXIAL 34-0625 "-- --2.0000- -- - 0.- O 3 -- -- - - 500000.000 1.125 9 00201' '5.5000 28.3750

0. 0 1

500000.000 1.125 30801 80201 -25.4375 3.0625 O. O 4 500000.000 1.125 -- 500000.000 1.125 99990082-- - 27.3750 28.6876 O. O --- - 2 e - - -. = = LGADING 1 ONE \\ = __ hA_W*".*., ,. WS"fr )'~v

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FCIM DHE-5 6 TEXAS UTILITIES SERVICES INC. COMANCHE PEAK S.E.S. D= Agent FOf Fding Code DALLAS POWER & LIGHT COMPANY q g caw my TEXAS ELECTRIC SERVICE COMPANY h* Of Gh TEXAS POWER & LIGHT COMPANY ILW&Apprd. By G & H kb. No. cc-I-os 7-O'il-A %A ,. o.,,s,_ m I I l ! I i i i i i i i i l l 1 + i I I i l I ! 1 i l I i l I il l I fleM i 514tpli R$gt-T :oEJtic QAC&JZSLE/Burio_u I i ! d1 E 'chC6s_p !rnst < 7/ F6/EM ! #A 7/b / 4 /dtE.-! !i I l 9suTH ' 6t oero5i <TEsc2 Lire d GhSLeK Th GkLCUU5E- ! THr i QEEL&LZLQ.M { OR !([!FFh)GGS )L l AhJ Q (LW THW ! RckdGT-.XOlPMin i blDkTH $1D&i(WRU$TUR&I(i F M GSC TlI !l l l I L!' L, = //r M 6 " F/2, ; -i 419": i 1 I i l i Ai, =,16. 09# IRtip a i i ~ p l f 'l ~~ i i l l h l I I i i g WWt%Kh /f ! g l ! !Kr Ct , -,_ i i l i i,q i i i i i! , v + =h,, ' &. i / tC = b r-. mm9 2i 4. l., i i I i l' ! L, l l FM515! l i j Li i I ~ l I !I i !!l i I l I! '4.5~ i - %. i sN M, i s [t l,!!i i i i i i, hii!-l l l l i l ii i j jj I l i i i !i t i i, : i l f ; 1 -- h x7 u-&s ; j F3ll799414e;;!iiapy j j l_l E~l$ A [ !-y d J d h' 6h; [ ' k i !a. i i j i j i i t (! L. ic ! I l 6'Z)'bt'l O l'l///; i I i i l I I I I '~ ! l ! ?iiI LI i i i i l l I i l i I ! t i l

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r FORM DHE-5 TEXAS UTILITIES SERVICES INC. e COMANCHE PEAK S.E.S. 2 43 N-Agent For Filing Code o.n DALLAS POWER & LIGHT COMPANY 3 I or TEXAS ELECTRIC SERVICE COMPANY sie m. cm my [ TEXAS POWER & LIGHT COMPANY c c. -l-e s,- o 21 - A u A %,. 3,,.. i l i ill l i I 4 i l , b = ip~enwto:H4 4 (tj3lo"._ Inan_hoiad) ! j i I I i i { Re TQc;(, = Wi45* = - - i t L o (at. M1..th A%um_htag. s9mategr_is_I.97;os<a i i m. L9 .a u L6Axirimo$ilh (.lkbl ['MJ I i d i i i I r i i i ~ = g ji' M -7 g. i i j t -Ky wS-h crugr_*_i h, l i f t t i 9 i i i i i i i! i i l l l l i I I i i OLetatiTenh_HeAe wd i dhhtkUmentsuoL}! I s I r t i t t i i i j j ! i i I h, = Kx c< : x ; ([p t 7Jij' j i t i [ i l l t i j i i j 4 t 9 Te - tboPF - l l l i I! i t i i 7ojp. i i l 1 i I l I i I ; 7 e g = p,839 i o4 41/b/HF i I l 4 i i l i fii'! k=il'L)!9.$3'gxfl0 X (G[o -7oj * ! 0 004tj i 1 l;i, i t i i i i I !! Pi PI _DILkTI4fd t> d ! Lp h,hM. i l ! l I , i I l l j l i i I I l fi<.! (I l I i i #) ? l%6 it.s h-o.O '= ? ! I 1 'l i -i i j l itFifoMil-n ioF ~Q;xC C 00 4-(',, i i i i I ha s j i j .j i lf NPf " f'#

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FC' '.M DHE-5 8 TEXAS UTILITIES SERVICES INC. COMANCHE PEAK S.E.S. $.d.N. Agent For Fihng Code m DALLAS POWER & LIGHT COMPANY I M' TEXAS ELECTRIC SERVICE COMPANY h *- C' cm er TEXAS POWER & LIGHT COMPANY (wgApped, py (y G & H kb. M. CC.-l. M 7-e7l-A63A ..,. o.,s, I f!ffl l M! cMcAune_us_Admusitnvs1.xmeLsmdno ' I dowTH. MDP.,_i_OF iThie P_w.el i! i i C.u.T H NLOh .b.F[ hkh i I i i s I / I i y (.p -.= - - (J fezbg3+W fo9Nty) ( I/-Kg I I [Mg3 / i l i \\1).// l / e I ~: 'I.)$ U h O b~ C.h__b h i t f t i i 1 4.- +--h i Knr 'Tb + /Jp){l Ihgg + ! gy j i =- : i i i

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DHE-41 I-kIb-- REV. O BASE PLATE ANALYSIS INPUT SHEET g Iwi /4uo C [AU mn p104 mTE 3. t. @ CxtCxm af In,vr er mra mts

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o LH I.52 HOW MANY ICLT5 ARE THERE IN THE MSE PLAm N. OF 80LT3=

6 FOR EACH 90LT ENTS THE I-LOCATION: Y-LOCATIOM: O!AMETER AND LDETH (OR STIFFME33) BOLT. x t0CATt0M T-t0CATron Orantin STIFFNE3S PRELOAD QC. (IN). (IN.) (IN.) (LSS./IN.) (LBS.) f -.I M<Crs-- '#'d'm e

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1 '* %..,e m%., l V y MOW MANY LCAO POINTS ARE TNGE IN THE PLATE? MO. OF LQA0 POINTS. 5 COR EACH LOAD POINT THE 2-LOCATION: f-tcCATTOM: F: Fy; Fti Mx: My Mt l CASE W r-teC. trni. v.wC. (in.' r (us.) ry(us. l F: (us.) ni(In-us.) My (in-tas.)[nr (rn-tas.) A (0.29 26 09 l 414cd l f 6 70.79 70.64 i i 12 crit l lj C 10.2 6 30.69 l I 7/ 2 I I / U 7 0 'l 6 30 6# 1 l 9 WM. I I i \\ e ter76

16. M i 1%2b W S.4 % i I

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+++ PSUICEO V",M5 COO CC-1-057-021-A33A (ITEM 33 JT.9) 23:3?:07.46 000 OS/13/M PAGE 007 Cm 4 C Y f cLM . RESULTS OF LATEST ANALYSIS. Q(p w JOB ID - 04-13-19 JOB TITLE - CC-1-057-021-A33A (ITEM 33 JT.9) ACTIVE UNITS - LENGTH WEIGHT ANGLE TEMPERATURE TIME MASS INCH POUN RAD DEGF SEC LBM BASEPLATE RESULTS

SUMMARY

LEVEL 1 SPECIFIED GENERAL DATA PLATE DIMENSION IN X DIRECTION....... 30.000 PLATE DIMENSION IN Y DIRECTION....... 41.000 PLATE THICKNESS....................... 1.500 PLATE MODULUS......................... O.277000E 08 FOUNDAT I ON PODULUS.................... O.363OO0E 07 PLATE ELEMENTS TYPE................... PB01 CPT SPECIFIED BOLT / PIN DATA NUMBER OF BOLTS / PINS.................. 8 / /--NODE-/ LOCATION- -/-DOLT / PIN-/ KF /-DIAMETER-// X Y Z Ax!AL 20501 2.4400 22.1300 O. O 4 5000(4. coo 1.c30 20801 2.3750 38.0630 O. O 6 500000.(<>O 1.250 50201 13.6300

3. Cf 30 O. O 2

500000.000 1.250

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3. ".,000 O. O 3

500000.000

1. 2*A 80501 27.87",0 21.6900 C. O 5

500000.000 1.250 80801 27.7"/>O 38.3130

0. O 8

500000.000

1. 2*A 99990082 1.6900 2.0000 O. O 1

• /XMX;O. 000

1. 2*A LOADING 1 ONE

_. - ~ _ _,. -. _.~.,--. - _ _. -_m. " *** PSUICES V5m3 Geo CC-1-057-021-A334 (ITEM 33 JT.9) 23 3%:07.46 OOe 04/13/84 PAGE 008 000-V e 4 e SPECIFIED LOAD VALUE~S AND THEIR LOCATIONS ItaWER OF LOAO POINTS................. 5 //--NDOE-/ LOCATICN / FORCES ~/ MOMENTS // X Y Z X Y Z X Y Z 10.2500 20.6900

0. O O. O O.O 9452.000

0. O O. O O. O 20.2500 20.6900

0. O O. O O.O 12573.000 O. O O. O O.O t o. 2500 -

30.6900

0. O O. O O. O 712.000 O. O O. O O. O 20.2500 30.6900 O. O O. O O. O 3832.000 O. O O. O O. O 15.2500 25.6900 O. O 1326.000 3493.000 O. O O.O O. O 29947.000 CEDepuTED SOLT/PIM LOADS

//--NDOE-/ LOCATION /-BOLT / PIN-/-6MIAL FORCE-/ SHEAR FORCES // X Y Z GLODAL-X GLOBAL-Y SRSS 20501 2.4400 22.1300 O. O 4 7628.113 154.631 328.325 362.916 20e01 2.3750 38.0630 O. O 6 1746.566 15.010 327.756 328.099 50801 13.6300 3.0630

0. 0 2

3062.598 321.714 426.383 534.137 l 50001 14.6900 38.1300-

0. 0 7

4311.500 14.423 435.672 435.910 SOe01 27.9600 3.5000 0.0 3 2216.935 317.885 551.781 636.799 80501 27.8750 21.6900 O. O 5 8979.887 158.486 551.211 573.543 40001 27.7500 38.3130 C. O 8 2357.099 12.820 550.116 550.265 99990082 I.6900 2.0000

0. O 1

1190.450 331.029 321.753 461.633 .I i CENSUTED DISPLACEMENTS / POTATIONS AT LOAD POINTS i 1 - //--MODE-/ LOCATION /- DISPLACEMENTS- / ROTATIONS // X Y Z X Y Z X Y Z 1O.2500 20.6900

0. O O. O O. O O.030846

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0. O O.O O. O O.032914 O.000084 O.001154 O. O 10.2500 30.6900

0. O O. O O. O O.020748

-0.001626 -0.000966 O. O 20.2500 30.6900

0. O O. O O.O O.023342

-0.001695 O.000631 O. O 15.2500 25.6900

0. 0

0. 0

0. 0 0.031681

-0.001176 -0.000281

0. 0 CENepWTED MRMIMUM PRINCIPAL STHESS VALUES i'

• MAXIMUM PRINCIPAL STRESS :

8241.06250 l l' L 't:._ y ,-y, 3 .m

(_ bl!L 7 I

• • • PSu1 CES V5M"5 * *
• CC-1-057-021-4334 (ITEM 33 J T.W 23 34 07.46 *** 04/13/84 PAGE 009 ***

{fg4 c-END OF FILE ENCDUNTERED e 9

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