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Revision as of 10:00, 22 February 2020
| ML19253C634 | |
| Person / Time | |
|---|---|
| Site: | Comanche Peak  |
| Issue date: | 09/17/1979 |
| From: | TEXAS UTILITIES ELECTRIC CO. (TU ELECTRIC) |
| To: | |
| Shared Package | |
| ML19253C628 | List: |
| References | |
| TXX-3044, NUDOCS 7912060602 | |
| Download: ML19253C634 (28) | |
Text
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- s TXX-3044 Attachment September 17,1979 Page 1 COMANCHE PEAK STEAM ELECTRIC STATION OMISSION OF SHEAR TIE REINFORCING STEEL APPROXIMATE ELEVATION 993 to 997 UNIT No. 2 - REACTOR CONTAINMENT BUILDING CONCRETE PLACEMENT NO. 201-5805-032 GENERAL OVERVIEW ,
On August 27,1979 foilowing completion of the subject concrete placement, a construction reinforcing steel foreman observed that additional shear tie reinforcing steel specified by the design documents above the construction joint at Elevation 997'-6" were not in place. Further investigation by the foreman determined that the three rows of additional shear tic reinforcement specified for inclusion in the completed placement between Elevation 993'-l " and 996'-9 " had inadvertently been omitted. The foreman immediately reported the matter to the Quality Control Inspector of record. The Inspector documented the matter on Nonconformance Report C-1653 and this report was sub-mitted to responsible personnel for resolution and disposition. A Supervisory hold in accordance with established procedures was placed on further concrete placements pending Engineering review of the matter. Project Management and Site Engineering personnel in consultation with Gibbs and Hill structural designers and management personnel in New York decided, following preliminary analysis of the discrepancy, that additional shear tic reinforcement in excess of the original specified requirements should be placed above the construction joint at Elevation 497'-6". This decision is documented on CPSES Design Change Authorization (DCA) No. 5536. A remote economic risk consisting of possible drilling and grouting of shear reinforcement into placement No. 201-5805-032 (in the unlikely event of an overstress condition at this level following completion of detailed engineering calculations) was pointed out by Gibbs & Hill to Project Management. This risk, considering the conservative nature of the original design, was determined to be acceptable to Project Management. DCA No. 5536 was released on August 30,1979 in accordance with established procedures thus removing the supervisory holds previously established. The next concrete lift (Placement No. 20'-5805-033) was completed on August 31,1979. 1506 038 I 79120 00 bh
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r s . > TXX-3044 Attachment September 17, 1979 Page 2 On September 4, 1979, the NRC Regional Resident Inspector (RRI) was informed of the details surrounding the matter by the TUGC0 Construction QA Supervisor, followinF telephonic conversations that date with the TUGCO, Manager, Quality Assurance. Subsequent di1cussions between TUGCO/TUSI Executive management and NRC Regian IV, Arlington, Texas resulted in the agreement to postpone further concrete placements on RCB No. 2 pending completion of the detailed Engineering calculations directed by Project Management on August 28, 1979 and September 5, 1979. DETAILED ENGINEERING ANALYSIS (Safety Implications) A detailed analysis of the shear tie reinforcement omission has been completed by Gibbs & Hill and is documented in their Letter No. GTN-39821 dated September 12, 1979, included as Attachment A to this report. This analysis clearly indicates that the shear tie reinforcement omission results in a minor modification to the originally specified design requirements and, as such, does not constitute a " change" in the original design, i.e., form, fit and/or function have not been compromised. The structure is acceptable as constructed and no corrective action is re-quired. The engineering analysis is currently being expanded to include (for the record) additional calculations to further document the range of stress levels in the reinforcing steel and concrete at the elevations affected by the identified discrepancy. This expansien of the analysis will be submitted under separate cover by September 26, 1979, but will not alter the conclusions reached to date, as summarized above. The Final Safety Analysis Report will be modified to reflect the current design and analysis approach. CORRECTIVE ACTION (For Apparent QA Program Breakdown) The apparent breakdown in the QA/QC Program which allowed the omission of the reinforcing steel to occur has been analyzed independent] by Construction and Quality Assurance Management. This review indicates that the shear tie omission was the direct result of human error on the part of both the craft and Quality Control personnel, i.e., Program and Procedural requirements were adequate but were not fully implemented. 1506 039
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TXX-3044 Attachment September 17,1979 Page 3 Consequently, corrective action to minimize recurrence of this type QA/QC breakdown has or wil2 :onsist of the following actions.
- 1. Construction management has formally directed through issuance of Construction Instruct;on 35-1195-CEI-24 on September 13,1979, a checkoff program to verify installation of reinforcing steel on RCB :.o. 2 in accordance with specified requirements. This program includes documented verification by craft supervision as wcll as an independent check by at least one individual to further verify the adequacy of the installation. This program will be in addition to the established independent inspections by Quality Control (QC) personnel.
- 2. The QC Inspector involved has been counselled by immediate supervision as well as the CPSES Quality Control Supervisor, resulting in a clarification of duties and responsibilities. Considering the experience and dedication of the inspector, this action together with normal daily supervision will result in adequate preventive action for future inspection errors in the structural discipline.
PREVENTIVE ACTIONS (Cencric Issues-Inspection Efforts) The results of our analysis of the shear tin reinforcing steel omission discrepancy coupled with previously initiated QA Management Review of QA/QC efforts at CPSES, and considering recent inspection efforts on the part of the NRC-RRI, the following actions have been or will be implemented.
- 1. The Construction QA/QC organizational structure has been under QA Management review for some time which has resulted in reassign-ment of key personnel. The details of these personnel changes have been discussed with the RRI and will be formally included in the next revision of Procedure CP-QP-3.0, "CPSES Site Quality Assurance / Quality Control Organization."
- 2. The organizational changes include the assignment of experienced and knowledgable supervisory personnel in lead positions. In addition, a Quality Engineering (QE) Organization was established in May,1979 and staffing was essentially completed in August. The QE group 1506 040
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- e TXX-3044 Attachment September 17, 1979 Page 4 has been assigned the authority for detailed inspection planning as well as to assure positive quality assurance indoctrination and technical training of inspection personnel.
- 3. Beginning the week of September 17, 1979, the QE Croup will be aided by knowledgeable and experienced Senior QA/QC personnel with the objective of accelerating completion of the QC/QE Charter. It is anticipated that these efforts will include:
- a. Interviews with QC personnel for the purpose of analyzing background and experience and to establish additional training sessions that may be required.
- b. Implementation of documented training programs based on the results of the personnel interviews.
- c. Reassignacnt of personnel, as required.
- 4. Upon completion of these efforts, the TUCCO Manager, Quality Assurance, will conduct a comprehensive audit of the implementation of the Construction QA/QC Program, with identified corrective actions to be implemented as required. It is anticipated that this audit will be completed by November 15, 1979.
PREVENTIVE ACTIONS (Generic Issues-Construction Craft) Construction supervision, Engineering personnel and the Quality Engineering group are in the process of reviewing established Quality Assurance systems and procedures to verify that they adequately address CPSES Quality Assurance Program requirements. The principal objective of this review effort is to assure that specified design and construction require-ments are presented in a straightforward manner thus minimizing the possibility of craft errors. Additionally, maximum use in currently being made of an established Construction Operation Traveler System which sequentially outlines construction and inspection efforts thereby re-flecting specified design, construction and inspection requirements in a highly visible manner. Site QA and QE Staff personnel initiated a detailed surveillance of the Traveler System in early September and this effort will be ongoing as rcquired to maintain the system's objectives. 1506 041
1 e = O T , t COMANCHE PEAK STEAM ELECTRIC STATION 0}D1ISSION OF SHEAR TIE REINFORCING STEEL APPROXIMATE ELEVATION 993 TO 997 UNITE NO. 2 - REACTOR CONTAINMENT BUILDING CONCRETE PLACEMENT NO. 201-5805-032 ATTACIDIENT A DETAILED ENGINEERING ANALYSIS 1506 042
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E NGINE E RS DESIONERS CONSTRUCTOPS D 4ECT DIAL E XT E N SION n m TeO- 4450 SEP 131979 TUSI - B & R CPSES OPGNbtember 12, 1979 GTN- 398 21 l CPSiS O?GM Texas Utilities Generating Company jgg gg7
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ggz Post Office Box 1002 Glen Rose, Texas 76043 MH i.EH RTV! lGY/ UDD Attention: Mr. J. B. George Project General Manager Wj_ W' I _ LM _ GCC KH3 Gentlemen: - LFF TEXAS UTILITIES GENERATING COMPANY EGG COMANCHE PEAK STEAM ELECTRIC STATION ~ 1931 2300 MW INSTALLATION G&H PROJECT NO. 2323 JCK ENGINEERING EVALUATION OF:AS-BUILT
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UNIT 2 CONTAINMENT I ' ELEVATIONS 993'-l 1/2" AND 996'-9 1/2" REF 1: TWX-ll,384, DATED 8/28/79 REF 2: DCA 5536, REV. 1, DATED 9/10/79 REF 3: GTT-4188, DATED 9/6/79 CPSES Engineering (New York) was requested to review the Unit 2 containment exterior wall reinforcement as-built condition as described in references 1 and 2. Reference 3 recommended that subsequent concrete lifts could be placed with the understanding that further analysis was necessary to determine if additional remedial action would be necessary. This letter presents a summary of this engineering evaluation. Details of this study are contained in Gibbs & Hill calculation book SRB-122C between pages 3/2 and 3/15. A summary of these cal-culations are attached as well as two sketches showing containment whl1 shear ties per the construction drawings and the as-built condition. 1506 043 393 SEVENTH AVE N U E NEW YO R K. N. Y.10001 CABLE: GIBBSHILL. NEW YORK
l' GTN-39821 September 12, 1979 Texas Utilities Generating Company The Problem Some of the shear reinforcement indicated on the construction drawings for the Unit 2 containment wall between elevations 993'-1 1/2" and 996'-9 1/2" below the dome spring line, were inadvertently omitted. When this omission was discovered, after the concrete had been poured, the field provided additional shear reinforcement in addition to that called for on the con-struction drawings between the construction joint at elevation 997'-6" and the dome spring line above, reference 2. Original Design Below the spring line, radial shear forces occur in the contain-ment wall as a result of the design loadings, due to the discon-tinuity between the wall and the done. In the analysis, three different mathematical models were con-servatively considered to evaluate possible response patterns of the concrete containment, see FSAR Subsection 3.8.1.4.1., sub-paragraph 2. In Model No. 1, the properties of the concrete and reinforcement were considered in the stiffness calculations in both vertical and horizontal directions. In MOdel No. 2, the properties of the concrete in the horizontal direction were discounted in the stiffness calculation and only the stiffness of the resteel in this direction was used. In Model No. 3, the stiffness of the concrete was ignored in the stiffness calculations and the stiffness of the reinforcing steel only was used in both horizontal and vertical directions. In the original design, reinforcement was provided in the area in question to consmrvatively resist maximum envelope shear forces, for the most critical loading combinations using the model, which gave the maximum forces. It should be noted that nc attempt was made to reduce the reinforcement by investigating the applicability of the model to the critical loading condition. Present Approach to Evaluate the As-Built Condition The critical shear forces for which the reinforcement was origi-nally designed were established as enveleping those resulting from the LOCA accident pressure loading associated with Model h. 1506 044
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September 12, 1979 GTN-39821 Texas Utilities Generating Company No. 1, Model No. 2 and Model No. 3. It has been determined through analysis that of the three models, Model No. 3 response is the most appropriate model to be used due to the effects of the high vertical and circumferential tensile membrane forces in the wall resulting from the critical LOCA loading combination. Therefore, the shear forces determined using Model No. 3 were used to verify the as-built shear reinforcement and the as-built con-dition was found to be more than adequate. It should be noted that with Model No. 3 computed loads all the shear load in the subject area is assumed to be resisted by the shear tie rein - forcing only and no reliance is placed on the shear capacity of the concrete. If, in fact, Model No. 1 cr Model No. 2 were applied, then there would be shear In capability in the concrete this event, the concrete which was ignored in Model No. 3. would resist some of the shear load. The total shear load would be resisted by the concrete together with the as-built reinforcing steel shear ties. Accordingly, the Engineer concludes that the as-constructed condition is acceptable. The remedial action as described in DCA-5536, Rev. 1 is adequate to assure the integrity of the Unit 2 containment in the design bases condition. Very truly yours, GIBBS & HILL, Inc. N
' Harvey R. Rock Manager of Projects HRR-ELB-IG:lc 1 Letter + Attachments CC: ARMS (B&R Site) OL + lA
,>J. T. Merritt (TUSI Site) lL + lA H. C. Schmidt (TUSI Dallas) 2L + 2A
' J. C. Kuykendall (TUGCo Site) lL lA R. E. Holloway (G&H Dallas) 2L 2A R. E. Heim (G&H Site) lL lA 1506 045
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FART E L EVATl OM OF WALL g 4tt, SH OWING AS-BUILT SECTION Sf4 EAR 'EEINFORCEMENT (gEFEE DC/PDA f 553'[ l506 047
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RESULTS Thrce chgevent nto ot ds- aro 6vtst@a-le cl ta % ana,l3 sis q? A contctinment she L{ . Ea.ch en odd, assu.ms A cyftverd g concede ck ru ([ cracxtny. 'Modct I assanu.s a- Compidd' y kocracKcc} verttcal Hochl 2 esswmes only GracKs
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RESULTS
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RESULTS RADIA: SHEAB Q h ycdl.owtng la bbsh I A,1B$1C show rnaJ @ - VCtbeos f radial 5fuar a.c.fJn 3 on bhu Cont. bdwun E L. 99O -4k" # 2 and 100 o'- G8 . Tfu. rnax @ Y' a cl$c d S f u .a y Q cdong Wi% ass oclade.cl a xi cd tensJons and roornents in rntridional and ctrcuen; erin 4tal direcUcos (Rh,Hp., % and Mq) arc oblalned h*n Comple r odptd Boo E 4 Se s - 97 P and s e e. - 99 P - Fu.rb.c mor e , -tb kbks # 2 A,2B[2C show the Cor re 5 borc Mubrn vdats Skmr Yachlcd occa.yJn3 dating conck-lan L&cn % u. w no occklent (nessare cinc} -{mpra4 ure kts'tck conbhnunf. skar r dri.r. v.ey rt rn tnb L M odels .I & 2 e kndt.y %U Conclsflort U. h .s s tho.n 4hof d dc1 k recpt.rtd yr M o cl d 3 unch r ac c ic64 ptsswe aind tonarcthvc condi4(on, as is eviAnt a - m /
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c.i.o,.:P#.s........ ==s. m sa". a~s=== N Evd Yons n..u...G...o,....... cww,,,a. ., . 9.3. . 9 t' 31 e a u n u.uw. -o.9 I . sm... .T.O.SI. :. .C.o N L . .V.0 Li . 7. . .ON T f . . .S. . . . . . .. .y. .m . ...................... u , c.;i7747.,T.a o, . . . . . . : . . . : . . . . . . . . . . :. . . . . . . .'.n . . . . . . . . . . w. , n.i.i.Jos ( uo a .
.. . . .u..s...... .
.-....: nu. e a... . ....................,../.............................................................
-n. rs= . . .S. .E. .E. . . .P.A. ... .G. .E 3. / .(. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Oth.tR.f.t......................................................................................... A s svis,H n s: . . . . h... . . . . .................................................................. . _ . _ _ _ __ MAXM. RADIAL SHEAR MTH ACC. PRESS.$ TEME (Q)
"Se Lo Aping couargATim : CL 4 t o 0 = p+ r5, + 1 5 Pa + Ta F. S. A.W. f-cL 436 : U: Df Tw + 15 Pg + Tg S EC. 3 8.[ 32,2 g,
_ABLE i 1A M O .D E L - 1 ~ IMerion Point Q(q,.\.d UTG 1= N4 -) W *hT& >' MG' V7i~'D bGMLcAvsNG e' comb. 8' 92. ' -l.7 ' 44 4' 270' G 7 C' 348 CL 430 ' 8' 94 ' -2 29' A4 5' ( 90 ' GG. G' 534' GL450' 86' GG. 9' 5fG' CL 430' 8' 95' -2 9 ' 44.7
/
j 8 9G' -3.ss 44 8 -A2' G 9. A' 294 ' CL /gf TA BL E IE> MO9EL-2 L.o A DING ueios Forur Q MS M4 Mo Me ccus _p- 92 ' -2 09 3G. 9' 19 0 ' 57.o' GV GL 430' 6' 94 ' -2.ss' .5G.7' _ 97 ' 5 g. s ' C3 ' CL 430 ' 8' 95' -3. o g ' 3c. 4 - (s ' 57.o' G3' CL430' 8' .9G' -3 4 7 3G.2 ' -14G' 57 8' G3' CL 43C '~
= c?00RBRGINM M o D E L-3
_^' L OADING Mo Menu Poiar Q, M4 M6 Na cm 3 8' 92 ' - I .04 ' 52.ci lio ' 55 6 I24' CL430 E!.990'.4$
. G 94' -I5' 3G 7 i -I09' 5 7- G ' - S I s' cl 41 o ~ ci .9g.g"'
G '. c)5 ' - 2. o S ' 3G5' -lBI ' SG
- G' - SI ' CL 4to cz 9.n!W G' ..
9G' .2... G l '55 9' -2 75'. S G . 6' - S l['_ CL4IO , n .In0W 6- 94' l49' E2 4 ' G O 53 3' I24 ' CLA30 E 933'-9, 1506 051
. .o.,. : .GE PT.. .. I 929. .
Gibbc_G I. -li.1.~1. I_nc. 37 rm.. c.a. F.W. - ! .2.%.C. c.i..,... R S....... .s.......7..o,.......
== s. oi s'ce s. w s s=c= s New YonK cem,,,,.o,.4:1.J.e// c . u ,., u..Q??. .m].
.a;... .T.t)s l . CO.MT . F.%.t, . ; . . f).y.( ,T. ,2. . . . . . , , . . , , ,m , u.........,,,,,,,,,,,,,
a . a . .. c. .. . . . ., ... i., . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . s . r. , n.i . . . .ms
.. g u.,.u .:.. ......................................................................................
Bef C.t'e.: . . .f. . ... ... ..............................................................
- n. rs4n, . ......................................................................................
O t%.s Ref t .d...................................................................................... A s.w spti.e ... b .. .b .................................................................... M AXM. RADIAL SHEAR. WITMODT 4CC. PgESS.$ TEMP. RESULTS (69 LDAVI9f CoWB. C L 717 : U= D + 3T , + (El- E() ReFEL FLS.A 4 - CL 731
- O= ** 34 l3d N
. TA B L E 2 A -f & 4 (E't + E'v)_
MO D E L- 1 RID:AN POUJT C Mh M N CNSI% 8' 92 -0 53' + l. 8 ' 527/ -5y 355' GL 731' ' P' 94 ' - 0. G B -{ l. G 304' -5 4' 3 51 CL 73) 8' 95' - O' 8 3' l 15 / 2 7G ' -5 2' . 34G' Co 731' 5' 9G ' l - 0 95'! I.5 ' 24;' - 4 5' 339' C'. 731 I TABLE 2B -- M O P E L -2 ~ Adrom %r Q. N4 M4 Ne Me 'd^g3 8/ ./ - 0.G3 f. 8 ' 217 ' -4. o ' C2 ' CL 731 '
- / <
8, .94 , - 0 71 17' I91 -39 G2 CL 731 ' 8' 95 / - 0 75 , I- 5 ' IG3' -36 G2 ct 731 8' 96' -- o . 83 l.4' I32' - 3 . o' 61 CL 731 TAELE 2 C MODEL - 3 l Mccipw Point Q. N@ M& MG MG ESE* 8 92. ' O 17 ' 51 ' 40' -5l' CL 7l3' 8! 94 /' O 27 - g. 5', -A3 A.G ' -5l CL 713'
- II / s / r 8 '- 95 c.4 - c. o -3l 51 -Si CL 713 8' 9G' O.5d -5. G -13'i 55' - SI-' CL 713 '
506 052 300R ORIGINS.
". ob. .SER h. .lM. . . . Gibba B Hill, Inc. 3 rm . c.s.S.% I2.2.G.
o.i.o,...f h ,....... IN b $ ONSIGNERS. CONSTRUCTORS
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,s..iu...h..e,.......
cww,,,..o,G.7. 7.):/71 aaunu.3;m.-9.o.I. sm... . TDS.1 ;. . CON.Ts . . M.S.L k . . . . . .U.9.l.T. 8. . . . . . . . .gm., ....................... c2,.a...c....au.,..o,............................................s.r.,n.i.i.ms/voo , u . .. s .i .. . . . ..................... . ........................
- n. ,. c. . .. . . 5. E E . . 3 S E. . . 5/. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .4.{.......
sget. FSAnt . ..................................***.......**.......********.**.*****.*****........... O th.r Ref.: ............................................................**********=***............ A s su mp ti.n .: . . . . ... . .. .................................. ....**.***..**.***.**......... p EADIAL SHEAR :(FACTORED toADINT! ULTIMATE STEENGTH (4) 76f NT DG I, (EL. locol Gh MODEL 3 CL A IO Q = -2 GI Vlin f ,/ Np= a s 9 t/cn e SEE TABLE IC on [hg e, 3[G M & = -2 75 Knjin' " Q, = 10 098 k'lin '2 0r. k r. L.a w Ne - 568 t/m. / . c m .sa d sca-Irs es
~' # **I
- 80 LOADING PL2, mod 3 MG= -5I Ein/in/ MERI.1, Paur 73 c c [ Q = - 2. G f - 0* I = C-) 2* 71 Klln Check N4 ETHER, EMTl2E SECTlotJ IM TENSIOM : N@ h 1.
Mp=H275 ' 4p = 35 9 and j TensJon acEn3 on Tnsla . face g
/ G 5 5 O/A Min @ kpfb 6]Seckn = = 4L 3 /O J'g/"(Lin@ \
pqfe'f Fu. ld T ansinkl. # CPPA 4'- A' = 59 n ' ,
. 279sdabO.io.79,) _ 4 6Td) G' 4 & [n ' f l' E}[. Qih = d = 52'- G = ' '
t 52 d- % = 45 ,
-= 4 fo - 2 c, = 2c in
,. Mus = M4 - % (d +/2) = 275- 35 9 x 2o = C-) 443 k iri/in.
Gs Mus becomes gaMve ., enk Stcho ts in hns'en 'm vert . cl wccUcr).' P00R CRggy i506 053
-_.a
4 v...b.fif%.I98... nu., e.a.S.CR-12.%. . Gibba G MiIn_c. ..
- -.-n _ll, 2/
"/ 9 c.i. ,....T K S..... . = a5 m sNew = 5Yonn o 5 aucioas ,,..tu...R..........
cwas,, .. n, .h ?. 1NV 19 asns.su..Q.Q:%.I.
..w... I .O.41 ;. . .c.on.T.. . .WA L l.. . . .y N tr.2. . . . . . . , . . . .g.,,7. .
c, . a ., . c. . . . . . . ., . . o, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . s. r. s R e . ..m. guoo .. u.,.,a.......................... ......................................................... ......
~
P.f. Co des .
. .S. .E. E. .7. . .P. A.CE. . .$ .( ./
R.f.fSAR:........................................................................................ O the B.f. . ......................................................................................
..._,u...:..6EE..SE.L9.9...................................................................
j RESULTS
, f
$1milarI.3, IJ e = 56 8 M e := - 51
'Tensix>n is ( e.r g e, tompaxe c 18 m oment , ,
co EnbiYt SLrlion in ktn. don in korz. cldre ofEri. C o n,c r v;e, koS Cm cKed in ho% di re ch'onS ,
- o. M o cl d 3 ct oh[t3 .
CHECK A LL OkJA SL E CON CEE TE 6HEAIL STEESS : A[{og;. Shear Slv tSS = l9 c Conc. ASHE-AcI*359 y - g jc in i4- 0 002 Nh SEc. c.c. 34tl.4.t.c c ** A3 - _ 0 002 (-)35900 - co @c = 2 )4000 14 5 9, g ,
- o. 19 c = 1 x 63 2 (1 - I.38 h stdt i ncgch
- . toe = o' SJmbly, in h oar ca dten , Ale . s a - '
o /
.. t9c =0
.. C.cntcrdv Aas cmcd cl in 60% cRvedJons .
". M o d t.L s a ula s . -
?00R 0%Blm '
1506 054
a 6.,..$.C.e1l?.7%.. 3 IO rm . c.a.MM :.l.82 G _Gibb.a . c G Mill. -- inc:. ta 0:Nt t't S. Di$ tGNE R S. CONST RUCT ORS sh..p.,,y,y,,og,,,,,,, Cole Dr . . . . Q...*.* e p4g ,yo,g 9 C&H2bHo. .. . ~ . h. Chk'd/Apprd. Dr[. . . 2. . . , . ./ / sm.. .T.osI.:..C: 9N .D. . W 0.4. .* . . ld!O .T . #. . . . . . . . . . . . .c .,
. m ........... ..........
es . a . . . c_ . . . x . . ., . , e, . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . s. . ., n .i .i . .: y es o0
"~-
1.7.....g.g.....g.............;............................ n.i.co .. . .. ....... ..... ................................................................. n..rsan:.,..................................................................................... om..n.i...J....................................................................................
. . . _ , u . . . : . . . 5. E. E. . . .b.E .t. P.W . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
/'
' RESULTS Q 27\ X io oo o
Na.r SlvtSS N=- -
-= 69 31 0 85 bcl ='065KlfAG' pi A3 soy FCeld sc/pt>A # sss G,' f ltG ~ S{uar bars novlcleci @ II V b R .
/ / /
=
L4x5xk = G9 3f x 11 x ll = -
- o. i s ,n2-o.
A to %,- C ocoo '
]U <
Arto. hredded : I-#Gbm Arta = O 44 in
' O . K.
A LT E.EM ATE CAL CDL, ATIOM SEE. SEETCH ON PA GE N
/ /
dp _ 69 31 X !X l _ o, Oo r2 jn?/ jnch lp O 'i G0000' bo% Sn e .
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O*44 - O. 0055 f
- FWM
,lixil-
- o. g .
1506 055 PC[RORug
ve,e..: .hEk.h....I$2N......... .. .....
.., Gib.,ac G E,.fi Inc. 3 Il o..u n.. SKS . 2.2.c.....
C.u. s , ........ 7..... .y-
-na - sseei no....g
....................... m misu- m m,s.o,3,c o s.cas. stove,ons . . . . . . . . . . . . . . . . . . . .
Chh.d/Appe d. D r ....C..1._ ..../. ../. 4 Ntw Yonx C & H Job No.23 f. 3. . 0..0. 8 s m e c ,.. .....T. . 1.).S. . I....'........C..o.u..T... .. ...@.. .... ..L. L...*a. ......D. . ..o.l. ..l..T...... 2. - - ...... .... . .. ............. ....... Ch e c h e r o C om m e n I a A e c e p t e d D y ...... . ....... ..... ... ..... ..... ............................................ .. ...... ....... N v e I e or s o f a t y R e I o t e d : Y ts ,,3 yo ]. W cte ria l s ..... ............................................m... ...................................................................................................... Ref. Coies.
...W/..F..i.E........Mf)..E.-....->....................................................................................................................................
.\.(.T. .
ne,. rs. .. ...:......................................................................... ............................................................................ Other Ref. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . d Assvenptions............S...E.--.E.........6..E....L.-o........................................................................................................................... RESULTS POINT 95 ( E L. 99753 -1/f ,* - o oleIo 4 o .
/
EL. 997 8,n--o Y- N
- c ~ c-
/- 97y4a~ ~M i o ' k ~,E s 6
# fe Q$, Mopet 3 t - O r R /
Q vo "T 95), m -n m Up = 3G .3 CL 410 / ~ ~e/ 'j$k[ . 'd EL. 995,10B, --o e W vKN\ x"J
/
y^.. Bl.e I C
- Mp = -18) .W s m
N e = s g. G
- ou k m = n. G
-e-PAGE a's "
L 2F a^ Me - -st ' EL.9980h" e e c n
/ E or. FtAT. Lo4p Q = i ve l g/k COMP. Oorror ScoK SEB - ifG PJ I 0ADING TL 2,140p. 3, MGU.1, Polsi 71 s / /
e oo EQ= - 2. os O. I = - 2 15 Kltry ,
/ /
Oh $n.? .bspfh ! Sccit orr == 4'-4 # = 52' , 1 (.0hmd bj inbrolabn bd.4%. et e3f ag t 33o,/ pom FMd TransnMfal # CPPA 2793 dated 3.10-79) / Md 12dthl Ghtar a-L EL 99hl 8"
#
- b N" i
/
bd.'"fomLs 95 $ 9G) (2 71 - 2 15 x 6 5 Q- 215 + -- 2 24 e/in 40 5 - Total I RacUd 6)u.ar o.t EL . 995-10[(bduan pomie 95 gg.Qbl N T Q ak, holnb 94 = -l 58 Vlto (see 1%y 3/g4 )-
/
/ ' -
Q- l 58 + (2e ts- I.sBy 25e5 = l 9 5 K in
~ *
- P00ROR8NAL
5 3 12 o.., n.s.a.-. m.c....... . . ... l'.....S EEf . ... ..!272.. ..... .. .. ... m, g,y, g, . su tm.n:_-: 'z nyt.xts r arr Sh N '* .. . ................. C e i c. D , ... . . ..... - .......................** gNGINtE A5. O!SIGNI AS. C0N5i AVCT0K$ Nsw Yonx c no., n. 2..3. 2. 3.. .. o..C...J.... ca. , , . .. o ,(e ... - .'2- ......J .... . J. ....
...C...o.N...T. ......N....A....L...L......a'.....Q..N....I..T....2.--- . . . . . . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
s a....... ....T. ..U.s.I..*. cs.u.,.c...........,,.,e,.......................................................................................u..i..,s.r.,R.i...e ,c. Eg no o . o.,....i..... ............................ ........................ R . ,. c. . . . . . . ....$..E....E......'.P...A....C;.Fr....-.3.....(..../............................................................................................................ R e f. I'S A R.. . . . . . . . . . . . . . . . . . . . . " . " . . . . . . . . . . . . . . . . . " " . . . " " " " " . " . . " " " * " " " " " " " " . " . * . " " * " " " * " * " " " " * " " " " " " " * " " " " * " " " " " " " " . " " . * " . " Othe, Ref. . ..............."."......... ..................................................."................................................... A s awm pti on s..........
...%n..,..........$...0,..N......................................................................................................................
P --- CHECK. W H E THEE EMTIRE AEEA iM TEUSlCN Np = 3 G,3[ M p = - I81 ' . ' . Tendon / on Insicle [ci
/ /
d = 52- G = 4 G t = 52 # Svoct Ten 56 n is Lege corn oataj is <too rnent , En%. Sec-{ don in 4tn6n in Vtri. cUrtclan.
/ /
S u. d.n arly Id a = 5 c. c , M e = -si
.o Enhre St ebn in kt nso 'fh f)orz. dg .
o, Concyde dia$ Cracked in bofh cDccNon.s
,", Modt! 3 a 41s.-
CNECic ALL OWABLE COMCRETE SI-{ E A E STRESSES".
/ '
N 3 G.3 i ca on h[er&=lculabo3 - clont p$e39,
.. 19c = o N O=5GG .~. \9 c = 0
.', concrd e Aas tr a cin d in 50% cWc.
- l. Modd 3 app %s.'
/
hd Sir ay Qd Et, ,997 !s"(see Fpe. D = 2 24 R/in c Ghwr Gbr tss = % = 2 24 x loo o = 5 7.'2 9si 0 85 x lx 4G ,
/
100RORBlg is06 057
o ., .' ... ....S_..h. ...T..... -......\ 9.. 7. 9. ....... 3 l3 o..u N.. .S.k'.6...1.9..2...c...... yy g ge .1--- C.i..o,................... ....................
.,u- -
ssasms cism~us.constauctou ssai u . . .- ..3.------- 9 NEW Yomt C & H J .b N e. M. -- ..M....... 0. Chh.d/Ap prd. Dy...C.. 2.
.-.......g........
subieet ...I..W. .w w .7
.. . . 9......c..V..L.'t. I.
- gM r-g~e. * ...".n.y"..A.7......g...................................".-""..."..o.o-...........
A ................ ~~Ch e e h e r e Co'en m en't a A c e e a t e d D r...........
***..... *.*..*....*.*** *. **.*..*.**.........~. ....... ............................... N v c ! e or s o f e t y n o l e t e d:
Yts I NOC.. 2 . . tr e:e rio! s...... .....o..... ...........................................................................................................o.............................................. . Be t. C.$e s.. .. . . . . . . . . .. . .. ...b/. .../ .................................................................................................................................... net. F SAR.. .................=~.a...a.a-a.-aaa.-.*"*a".""a""*""**"""*""""""".""""""""**""**"""*""*""""**"""*""**"*""*""""*" oae, n e,. .. .....:....................... . . . . . . . . . . . . . . - . . . . - - . - - . - . . . ~ . - - - - . ~ . _ . - - - - - - . - . - . - - - - - . " ~ ~ ~ -
, . . . , u . . . .. .. .. 2 E E. . . . .. . B. .E.L %L . .... _._ _. .. .._._. . ._. _ .. _._ _ .._ _. ._ _ _ _ ___ _ ~ _ _ _ ~
" ~ "
2{tr Skdch on Fay, -@ , s = fi" an d b = f2 4 '
.. .. . / / ./
57 2 9 % ll x (2 75 '2 oo = = 0 15 4 sn - o%. G o o oo' , , Aaa brevideci = I -# c bar o-4 60' o K-
~~~ ALT E R, N ATE CA L CUL AT IOM -~~"
SEE. SKETCII ON PA 6E 3/2 A tg re9 $7 29x ix I o 95 ir/ Inch in 64 JLr. d *=
=
Goooor
/
At9po si = o 4+ ' = 0 003
' \ \ >< I 2 75 '
'R.czchcL Sfwar Q cd GL, 995'-tow' Su hy 3f = l 95 Klin
- I-95 x 100 0 ,
co \k = 0 87 bSL O. 85'x I x 4 6 '= f-
/ Il
_.. ..Etfr SVd,ch on %.gs. f , S = ,2 2 " and 'h = 2l 15
<L hu y*= 49 87 x 22x 2t 75 := O 40 un GOOOo' At t.a Wovidtcl : 1 -# C ber o.44 in2 o- K-4 LTE.PsN AT E CAL CULATioM te (SEESKE T CH c>M 'PAGE 37 A t9 7 ML, 4 9e 8bixi, #
g, o99 3 ;rl2 inch ln bA di Gooco<
' ./
A(9 =. O 44 :=. 00009 fr05 2 2 1, 21-75J e
?00R OR M
. :: ' G. .e.L....I&r2..............-
. pgS g,g7, g g,,,, g mm m.. o.m,c._.u s. cc ~,m_n ,,._.,
& o.a n.m 122 c--.
.m e, u.. ... . 4- /.. /.4. . ..... .....
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Chk* 4/Atpad. D1.. ..W..'.f ---- ....=J f-5wbjeet... ...T. ..' c'
.u: A..f... .co..M.. ..Td...N.. .f.R. ..La..:... ...O. . ..M.-- . / . r. . .. 2.. ... ...... . . . . .. ...... . ... ... .. aaa a................................
V.V.. ---- - Ch e c h e r a Com a e n t s A c c e p t e i B y......... .. .... ............... ............ .. ............n........
.. ................ ....... u u c ! e or 5 a f a t y R e 1 et e d: YES HO b, W at e ri.ls.. .... ...............,........................................................................................................................u...............................
n . ,. C . . .. .. p...S....E..E_... ..P..A...G.E._...
.- . . . . . . . . . . . . . . . . . . 3,[.I..
. . . . . . . . . . ../...................................................................................
- a . .. .a a a a . ." .a . .. . . . . . . . . . . . . . . . . . . . . . . . . . . .
I .e f. f'5 AM...o..............................................................................................................a...
..........."......a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
Oth er Ref. ... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A s a w e p t i .n e . . .... .....$. . f.E. ... .13. .E. - L O h. l. . .. .. .. ... .... . ..... . .. ........ .. ... .. ... .... .. ... . ... .. . ... ... .. . . . . ...... L C TOINT 94 E L 993'-9* '.
# b . M r. l.o e
= ~ I' 5 7 Q = 2 D 0 6 Vlin Mop.3, Metu.1, %a
._ %\.5 U h = 3G 7 CL4to / % K # ses.g;g pg
/ L o^or,s vt2 N 4 = -109 t Teat I c
~
ou o ./ , ./ U9
- 57. G y m g/c c. ZQ = -l s- c.og = - m g ,y M o = - 5I' 6'. Suchon E :. 44'" s52'I 94 deh(fb Re ev
/
Total hdial Shw at Ele l 394 0$* (bet. p.as as tr sa.)
'Jb '"
Q = I se'+ (215 - I.ss.) .x 3 s = I.G5gjun A D 5' NOTE: $inct idp a.nd IJ O an approx. Samo e ooinb s95, tkuya % wtQ conclashns can be dr a n :
/
C on tY dt. E cts Crack'tcl in bo% dtyt Mocl,L 3 appWs.
/ /
/
Sbar str os' - 19 x 1 G3 X 10
- s. - 4 69 rb'
/ O 85 x ix 4 G/
d =s2-c 4c,
/
'Rch seda Jon 'Pa y 5f'1 /
5= 22"> h = 22 " 1506 o59 300R @ GtJAI .
3 (5 o.., ...m.=.!n.c ....... o.......5s.E.I. ....M.29.... ......
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...v........
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= 41.G9 x 22x 22 == o.ascin- '2
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=
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CMECK FOI4T 94 FOR, MEE IDI A N 8 .' ?00R BR'B8W'LL 6 in ct. Mp O; bosh ,, E to sD:m
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@' J 63NIo 0 : 44 hopi
/. 6hur sfre t% = O.85 bd '= O.85x. IX47,
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pN * = C o o o o . ,- 1506 060
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Ch eck er s Comm en t s A c c e p t e d B y..... ....o.a.............ono a...o..aa..~... **.a aan.paaaaa**.*.*...******** N S CI' *' Sa f e ty R o t ate d: YES HO d . 14 o e e e i e I s.. .... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .............o.................................................... P 2> Re f. Cooe s... ...6..E...hs.....1.%....C.E.......V.J...................................................................a......a...a........................................ v Ref. rSAR.. ......................................................aa...o...*o.aaa .a.."*aa*a..a*a.**"""""""""""* " " " " " " " " " " " " " * " " " " " " " Other Ref. g ....... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A s sum pti on s.......... . ..... . .............................................................................................................................. RESULTS t4 0 T E *, C c>nc rets clots not cence, Modd i If Shmx vArcos cu. e to be asoci . < 4s W concedt. hs not cxct e ktd , Co n crob t., harA d Shtar cedcm(y 2 g= 12 G pn' / M 9 ..9 R a.ck'ctl Shtctr in Model .i at hdof 36 - . St.c Tctbk .1 A on Pcup 3 g = 3 45 K/in j EptcMvc c cp fb = cl= 4G h. s (Sa Pgt, a/
$ Con cy tit. S htca sbsa -
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%=
= 88 2 hst 0 8 5 b c( 0 85 ^ 1x 4 G
( I2C / P00R BRIB!tyI_ 1506 061
^v A v i %
NOTE:
. SHEAR TIES SHOWN ARE AS BUlLT AND AS SPEC! !ED ON THE ,
CONSTRUCTION ORAWINGS f b b _!!" - II' .EL. OOO'-G SPRNG LINE
+ + + + + + + t t y 7 h + X + x + x + x
+ 4
+ X + x + x + x +
CONSTR.OT. Al o"BT- G" x + x + X + x + x - t--
+ + -
+ _
+ + t + - -_
+ -
4 0 0 0 0 4 " r: x x x x x gjg M O O O O Clll3 X X X X X CMC g C3 #Gi i e O O O O
- CLi /5 HEAR
# TIES (,TYR)
X X X X X / 22" _ x x , h x, x, , 1 506 062 COMTAINMENT WALL f%RT ELEVAilON(SEE eTE') SECTION x-DENOTES SHEAR TIES SHOWN ON TUSl CONSTRUCTION OWG.
- 2623-S2-0505 COMANCHE PEAK
+-DENOTES ACO!TIONAL SHEAR TIES OVER AND CONTAINMENT WALL SHEAR ASOVE Ti4T SHOWN ON CONSTR.DhG.*2323 52 0505 0-DENOTES SHEAR TIES SHOWN ON ilES NEAR SPRING LINE $* CCNSTAUCTION i ORAWING
- GS2S 82-0505 EL. lOOO'-G' WH CH WERE OMITTED. o so s c s in.s. m .
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, f 46 I- i AS-BU!LT CCNSTR.07. : SHEAR TIES (TYR'.,\
EL. 99T-G' E L.l O O O '- GI
;g. gg. . SPRING LINE
+ + + + + y
+ + + v' X X X X t X + X x x ; + x + x +
X X X i X 4- X + X f -
- + -_ t-
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X X - e e v e X X X X X X s t X X ;&T. 4 2 X X X X X X E C X X e , g "g C3 X X X X X X CD m
=
22' - X X X X X e- X t SHEAR T Es AS SoECli:iED AS BU LT SHEART!ES 3 SEC i lON OM THE CONSmUC nCN DNG. 7ygg CONTAINMENT WALL PART ELEVATION COMANCHE PEAK
.X-DENOTES SHEAR T15S SHOWN ON CONTAINMENT WALL SHEAR CONSTRUCTION OWG. 7 2323-S2-CSOS 7;gg gg4g gpgjgg Lggg g +-DENOTES ADDITIONAL SNEAR TIES OVER AND gt, gooo'-qj' s ABOVE THAT SHOWN ON CCNSTA.OWG.82323 52 0505 c ,yyy,,,
. i
, _ , . , , , _ . , _ "^"-N.T.S.
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' ";ff;, ," - - ~ -- - 2B2S FIG. I 1506 063
'j.:'.' '.- = .:. : . .
Sock sgs-122C ppqq$ 3
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- l. Page 1 of ___ 1
_ 92dalJ2Aly br ,1 c.2 7)/7y CO1\\'Olii PEAK STE/M 11ECTRIC STATION . DESIGN O!ANE AUniORIZATICN - OGLL) SUtI.'G.$ EE INCORIMATED Alm!ORIZATION NO. IN DESIGN DDOIE\TS - 5536-REV.1 SAFEIY REIATED DOCLBDXT _ X _ _YES NO
~ .
- 1. DESCRIPTION: .
A. APPLIC/GLE)3TC/lkG/DSEE!I 2323-S2-0505 _ REY. __ 5 NUTE: 'IMIS DOCUE\T SUPERSEDES AND VOIDS L-5536-Rev.0. . B. DETAILS In lieu of shear reinforcenent above elevation _ 997' _6" as shown on the design drawing, additiona1{ shear reinforcement has been placed as follows: k Four rows of #6 C__ at approximate elevation A [997'-8")cleva tion 998 '-0", elevation 998 '-11"
/
~ [ cnd clevation 999'-10" spaced at O'-11" - _ horizontally.
.. SOLUTION: Shear reinforcement as placed above hxceed)the design require =ents and 'is therefore acceptable.
p-
- 2. SUPPORTING IDC3 STATION 6g' f
by
. kr n
- r. // 4
- 3. SIGNX mRES: CRH/ss 9-10-79 '
A. APPIOdD BY; A '
~7f presentative te B. APPROVED BY: 400
~
umginating Engineer k'/O-D Ibte
- 4. STANDARD DISTRIBUTION:
B4R Field (Original) (1)
/ [{ l\Q 1506 064 G4ff New York (1) * * -
CGil Dallas (1)
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. . .0 . .505 ADEI TI ON AL # 6 SH EAR TI,ES AT l'- 10" VERTI C/L #1D l'-10" APP.
(,' M ATE HO PI E0!.J 'n'tL' LT ERJ ATE WI THM AIN SI EAR.EP.RS DEGINNIN G AT R. T O 3 '- l a 1/ 2" M D EN LIN G AT M:9n :-761/ 2" H AVE NO T DEEJ . E ACED. f.iAIN Ri EAR REIN F0 BCEiDI7 H AS BEEJ R ACED IN ACCOPDM CE _, , M TI 1H E DESI EJ DRAVIN G. CON CRETE H AS BEEJ R ACED IN ACCOBDtd CE .l' VI TH TIE DESI Gr! DR AVIN G. CON CRETE AS BEEJ E hCED TO APPROXIM ATE _. , IL . 9 9 7 '- 6". -
, ,. . r -
c., . . p' REGUEST EN GIN EERIN G EVA.,UATI0ti.O F TH E T1REE CHI T.TED B0 V O F DIEAR * T1 ES AT EL.99 3 '- 1& !/ 2", 99 4'- 1141/ 2't #1D 99 6'-9 81/ E F0 R ACCEPT A CE TO USE- AS-I S. - AI EI TI ON /L DIEAR PEIN F0 ECEf DiT C#2 EE R ACED BETVEDI M AIN BEIN TOPCE- ~ ~ ff EJ E S'J9,R71NC9 ET/SEF EG'il'IN UIN G TO Ui AT- , EVER EL EVATION I S BE 01'I B EC. , ;
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C)N CBETE E ACDf EN T TO E. 19 2 0 '- 6" I S ' TEJ ATI HEY SOi ED1L ED FDB S 79 E ACEM Di T VILL BE H ED UN TIL RESOLUTION O F THI S DEFI CI DJ Cf. r R. E. H EI M/ C. R. H00 TON - CPSES JO BSI TE EDI/ CFH/J G ,, GI EN G NY . 1506 065 ' S
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