ML20033B966

Final Deficiency Rept Re Structural Steel Connections in Unit 5,initially Reported 810128.Bolt Connection Clip Angles Will Be Welded to Connecting Member.Hardware Deviations Will Be Reworked.Unit 3 Final Rept Will Be Provided by 820108

ML20033B966
Person / Time
Site:	Satsop
Issue date:	11/17/1981
From:	Leddick R WASHINGTON PUBLIC POWER SUPPLY SYSTEM
To:	Faulkenberry B NRC OFFICE OF INSPECTION & ENFORCEMENT (IE REGION IV)
Shared Package
ML20033B953	List: ML20033B952 ML20033B966
References
10CFR-050.55E, 10CFR-50.55E, GO3-81-2756, NUDOCS 8112020521
Download: ML20033B966 (58)

Text

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LB GLASSC0CK/280-W/A hNovember 17, 1981 s !J DORAN-WO/A JE WERLE-WO/A G03-81-2756 8 i U. S. Nuclear r gulatory Commission, Region V e Of' ice of Inspection and Enforcement 1450 Maria Lar.e, Suite 210 i Walnut Creek, California 94596-5368 q Attention: Mr. B. H. Faulkenberry Chief, Reactor Construction Projects 8 ranch g .g g Gentlemen: \\ B y ,.j ,h cr

Subject:

PROJECT NOS. 3 AND 5

• 1 DOCKET NUMBERS 50-508 AND 50-509 Ei I

1 FINAL REPORT OF POTENTIAL 10CFR50.55( m - h STRUCTURAL STEEL CONNECTIONS /dfiliN40. h(Dh #019)g lj '~ e '\\ ' to \\,\\ \\ .i E Re arences: 1) Letter, G03-81-1027, R. i / @.L g B H. Faulkenbe y, ated '4a 7;;1 81. i,i.H a 2) Letter, G03-81 2'- S. ec Jck to 5 's' B. H. Faulkenb - r { d Au 4, 1981. \\. ~ On January 28, 1981, your office 4.as, o.ided with notification of a _ cc Jition potentially reportable irMc_c;# dance with the requirements t of10CFR50.55)(e. The problem concerned erection of structural steel \\e[ and associate ~ ojcumentation for both Units 3 and 5. Interim repo~ts 8 r were submi e ven day 7, 1981 and August 14, 1981 by references 1.and 2respectivQy. "_ 1 x 0 Apl,, hed is th g eport for Unit 5 only. It summarizes the pro-i b etails cogre vive / preventive actions taken and provides an p,_ 1-- eva. at'on o the nonconforming conditions. Presently, Morrison-Y t nuds 1 r paring a statistical analysis report for Unit 3. The O e e 'ral r po for Unit 3 will be provided to your office by January 8, 5 / 1 b / ShMd you have any questions or desire further information, please d 5 contact me directly. f 2 3.. yj g Very truly yours, E8 Ei u e f/ 15 k lR. S. Leddick { 5 $ 5; .c Program' Director, WI)P-3/5 5 2 cc-Adams - NESCO-WO/A "8 ? 3 D. Ss ' %cter - BPA-WO/A f ~ Ebasco - New York-WO/A rip-3/5 Files - Richland-WO/A 8112O20521 011124 PDR ADOCK 05000509 S PDR

b.. I N. o N WASHINGTON PUBLIC POWER SUPPLY SYSTEM WPPSS NUCLEAR PROJECTS NO. 3&5 ENGINEERING FINAL REPORT STRUCTURAL STEEL CONNECTIONS - UNIT NO. 5 1 OCTOBER 31, 1981 10 CFR 50.55e - D/N

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A f e 1 9

r- ) t 9 TABLE OF CONTENTS PAGE CONCLUSIONS 1 INTRODUCTION 2 POTENTIAL PROBLEMS 2 APPROACH TO THE RESOLUTION OF THE PROBLEM 2 EVALUATION OF THE NONCONFORMING CONDITIONS 4 I EXHIBIT 1 Correctim Action Request 33 4 EXHIBIT 2 Job Inspe~ction Torque Values for Reinsp.ection. EXHIBIT 3 Connections with Bolts Which Turned at the " Job Inspection Torque". EXHIBIT 4 Statistical Study of Possible Structural Steel Bolt Failures in Unit #5. EXHIBIT 5 Typical Pipe Chase Framing. ~ i ! EXHIBIT' 6 Determination of Bolt Stresses in l Pipe Chase Connections. l EXHIBIT 7 Statistical S.tudy of Potential,foi Loose Bolts in a Connection. I s e f s

r 4 CONCLUSIONS The nonconforming conditions disc.ussed in this report consisted of both documentation and hardware deviations in the structural steel connections of the Unit 5 Reactor Auxiliary Building.- A reinspection of all' visible bolts was performed by the erection contractor and the results of this. reinspection were used to prepare a statistical analysis. This statistical analysis along with calculations of the design stresses in the bolts was used to justify acceptance of the "AS-Built" condition of the bolts which were not accessible for reinspectionc The connections with bolts which turned at the " job inspection torque" will be repaired by welding the connection clip angles to the connecting member. The miscellaneous hardware deviations will be reworked to make the bolts and connections conform'to drawing, specification and cod e req ui r'ements. Those nonconforming conditions constitute both significant breakdowns i n Morrison-Knudsen's quality assurance program and significant deficencies in construction as defined by 10 CFR 50.55e. O 6. e

F i s 8NTRODUCTION On Jan 21, 1981, Morrison-Knudsen Co., Inc, (M-X) the erection contractor of the structural steel for the Reactor Auxiliary Building, issued a Stop Work Order preventing any further boiting, welding, and erection of struc-trual steel by their employees. On the same date M-K issued Corrective Act' ion Request (CAR)-33 which describes the conditions which must be met prior to lifting the Stop Work Order 3 ( . See Exhibit 1 ), The Stop Work Order and CAR-33 were initiated based on the discovery, by on-site NRC inspector, af numerous documentation and hardware inconsistencies in the bolted con-loctions of structural steel members. The NRC was notified of the deficiencies in letters G03-81-503, dated 7e bur a ry 19,1981 and G03-81-1072 dated May 7, 1981. (. POTENTIAL PROBLEMS (M-K) is contractually required to install the size, quantity and type of high strength bolts as specified on th.e detail drawings prepared by Fought and Co. of Portlandj0re. Fought and Co. was both the detailer and steel fabricator of the structural steel supplied to M-K for erection. Failure to install the required number, size, and type of bolts, nuts, and washers may reduce the load carrying capacity of the connection and result in stresses in the building structure that exceed ccde allowables .at the design loads. M-K is contractually required to install the bolts, nuts, and washers in accordance with American Institute of Steel Construction's (AISC) " Manual of Steel Construction" and Ebasco Specification 3240-501 WA "High Strength Bolted Field Connections for Structural Steel." Both of these documents permit bolt tensioning by either " calibrated wrench tightening" or " turn-of-nut tightening" method, Proper bolt tensionin is required to produce the required clamping force between faying sur.g faces to transmit shear across the connection. Failure to obtain the clamping force may reduce the load carrying capacity of the connection, and result in stresses in the building structure that exceed code allowables at the design leads. B. APPROACH TO THE RESOLUTION OF THE PROBLEM L l CAR-33 cequired that the following three actions be performed prior to .li.fting the Stop Work Order. 1. All accessible structur al steel bolted and welded connections in both units are to be examined by zone to verify esaf ormance to drawings, specifications, etc. 2. All QC structural steel permanent plant documented records shall be verified for acceptability and confbrmance to actual field conditions. 3. To preclude recurrence, all construction, QC, engineering and super visory personnel involved with structural steel erection shall re-ceive documented training and indoctrination in structural steel erection and inspection requirements.

F APPRCACH TO THE :E50LUTION OF THE. PROBLEM (con't) Item l was spec'ficall.y defined to require a 100% visual insocction end-a 20% adtual~ torr.e verification of all visible bolts.- (See Exhibit 2) 1 In, areas of three(3) foot thick floor slabs and in the pips chase 1 slabs, some or all bolts in a connection were embedded in concrete and could not be inspected. ,As.a result of :ne inspections and verifications performed per Items 1 a and 2.of CAR-33, M-K generated NCR 5779 for Unit No 3 and NCL's 550.0, 5501, 5502, 5503, 5504, and 5505 for Unit Ne 5. NCR 5779 and the deviatiog discovered in Unit No 3 will be addressed in a separate report. NCR 5500 identified the twenty-five (25) original inspection reports which covered all of the connections in the El 351 pipe chase slab. Dar.ing re-verification, per Item 2, documentation errors and inconsistencies were ' discovered. The connections could not be reinspected as they were embedded: in concrete. The documentation errors and inconsistencies included incorrect identification of vendor drawings, incorrect member identificati@ incorrect quantity of bolts in the connection, and identification of nonexistent-cennections. NCR 5501 identified aight (8) reinspection reports addressing connections with bolts.which turned at the " Job Inspection Torque". In all, twenty-eight (28) connections had bolts which turned at the " Job Inspection Torque". (See Exhibit 3) Ten (10) of the connections had bolts which were 100% reinspected and eighteen (18) of the connections had bolts which were not accessible. { .NCR 5502 identified three (3) reinspection reports addressing connections embedded in concrete for which no previous traceable documentation could be found and which had bolts which could not be visually inspected. Only three(3) connections fell into this category. Cn connection 94E to 1398 six (6) bolts out of eight (8) were teste,d and found acceptable. On con-nection 42C to 424B eleven (11) bolts out of twenty (20) were tested -{ and found acceptable. On connection 93AB to 302F none of the.four (4) bolts were visible and therefore were not tested. NCR 5503 identified six reinspection reports addressing connections 'not embedded in concrete for which no previous traceable documentation could be found and which had bolts which could not be visually inspected. In all ten (10) connections fell into this category. V i s '. b l e Torque Total Bolts Tested In Connection 259E to 262E 4 4 10 1 t 246E to 415E 19 18 20 480 to 415A 14 16 24 48C to 414A 16 12 28 278G to 421A 16 13 18 303C to 2408 5 5 8 303C to 249C to 303C 5 5 8 303C-to 249C to 3030 5 4 8 249A to 413A to 2490 19 16 22 48A to 413A 16 11 28 u

r h NCR 5504 identif'e: nine (9) particular connections with miscellaneous-nonconTormaning c:n:itions. These: deviations include 1) oxcessive ' ' b ol t p r'oj e c t i o n, I'. missing hardened washers, 3) undersized washers,

4) presence of bur-e in bolt holes, 5) bolts exhibiting _less than minimum torque, 6) missing hardened ' washers, 7) missing-.re-entrant corners,

8) l ack. cf "flusr. Suc"- proj ecti on, and 9) a. documentation error in whi ch the ori gi nal 'i ns pection report identified 7/8" 0 bolts when in

, fact la 0 bolts were installed. NCR 5505 identified nineteen (19) particular connections for which n's preiio { documentation could be found. These connections were 100% visually re-inspected and more than 50% torque tested. All nineteen-(19) connections were found to.be acceptable. After1 completion of the program required by Car-33 the Stop Work Order for Unit ~ No 5 was lifted on March 13, 1981. EVALUATION OF THE NONCONFORMING CONDITIONS On July 16, 1981 M-K issued a report titled " Statistical Study _Of Possible Structural Steel Bolt Failures In Unit No. 5." (See exhibit '4) In this' report M-X concluded that for bolts: 1. Total number of deficient structural steel bolts in Unit #5, with a 99% confidence level vary / between nine (9) and thirty-two (32) each. (3273~ bolts untested) '2.. Total number..of deficient structural steel bolts in Unit #5 with a 95% confidence level, vary / between twelve (12) and twenty-nine (29) each. (3273 bolts untested) 3. .The highest.pr.obability of bolts having less than the minimum torque in Unit #5, is twenty (20) out of 3243 bolts not tested. and for connections 1. The untested connections (794) in Unit #5 vary from 98.01% to 99.30%, of being within design strength, utilizing a ~ 95% confidence level. 2.- The untested connections (794) in Unit #5, vary from 07.8% to 99.51%, of being within design strength utilizing a 99% confidence level. 3. The probability of having less than 98% design strength in 794 ~ untested connections in Unit-#5, is 0.023% '4. .The probability of having less than 9 7.5% design strength in 794 untested connections in Unit #5, is less than 0.0002. The probabilities for the connections were generated assuming that an . identified " loose bolt" has-zero shear strength. In fact, most of the ! " loose' bolts" were properly torqued but turned under the " job inspection torque" of the reinspection. Because of this, the probabilities calculated for connections are conservative. i

r i 3 NCR 55C~ The El 35: :ipe _: ast framing typically consists of W12 x 40 vertical hancers ::~ ed a:::ve :: the main floor beams and bolted at the pipe chase sla: level o '- E x 24 beams. The other end of the W8 x 24 beams are -eldec to srsedded plates. The pipe chase hangers and b'eams ars :racec .ata ally by Cl2 x 20.7 channels which are bolted to the W8 x 21 bean :. (See Exhibit 5) The typi:e: hangtar te beam, and beam to channel connections in the pipe crase s" abs -ere analyzed as.if one bolt in each connection was carrvin: no " sac. The resulting stress in the remaining bolts was ~ determined is te less than the allowable stress of the AISC Manual of Steel Ccr.structi n,.

See Exhibit 6)

The results of r_ne reinspection were used to calculate the prob-abilities Of hav".g cne or more and two or more loose bolts in thg 794 uni ns p ected conr.,a nti ca s, most of which are located in the El 35i pipe chase slab. (See exhibit 7) The results of tfe st ati s ti c al analysis indicate that

1) The high sst probability of one or more loose bolts per connecti:. is approximately S.64% with twenty-one (21) connections out of 754 affected.

2) The high est probability of two or more loose bolts per connecticr. is approximately 11.06% with thirteen (13) connections out of 731 affected.

Based on the fact that the structural integrity of the bolted connection is achievec wi:nin code allowable stresses with an assumed one bolt oer connection and c.e possibility of experienc,ing two loose bolts in any singl@ connecti on i s re'. atively small, it is the opinion of the ' engineer that the pipe ~ chase connections identified in the NCR will not adversely affect the safety, oper ability or maintainability of the plant. ? l

r ~ t )CR 5501 } Stress in-fonnection Quantity, Size Design Stress in Sc.ts (ksi) remaining over and type of bolts load Calculated Allowable bolts if allowab one bolt is assumed to carry zero load' (Ksi) 65C-44A 20-7/8" O A325 166K 13.80 15.0 14.53 4A-298C 16-7/8" O A325 102K 10.60 15.0 11.31 96G-44A 16-7/8" O A325 106K 11.02 15.0 11.75 SA-298E 16-7/8" O A325 102K 10.60 15.0 11.31 $75-41A 16-7/8" O A325 106K 11.02 15.0 11.75 BA-271G 16-7/8" O A325 120K 12.47 15.0 13.30. 7C-41A 16-7/8" O A325 106K 11.02 15.0 11.75 A-299A 16-7/8" O A325 102K 10.60' 15.0 11.31 :70-41A 16-7/8" O A325 100K 10.39 15.0 11.09 :A-2993 16-7/8" O A325 102K 10.60 15.0 11.31 -0 4C-424B 16-7/8" O A325 137K 14.24 15.0 15.19 1.3 55-4258 14-7/8" O A325 120K 14.25 15.0 15.35 2.3 8A-407A 24-1" O A490 348K 18.46 20.0 19.26 i7A-252A 14-1" O A490 225K 20.46 20.0 22.04 10.8 2a-423B 22-1" 0 A490 245K 14.18 20.0 14.85. 38-245E 14-1" O A490 140K-12.73 20.0 13'.71 L8F-248A 8-1" O A490 27.3K' 4.34 20.0 4.97 -O-8A-264G 16-1" O A490 143K 11.38 20.0 12.14 7A-245C 8-7/8" O A325 78.9 16.40 15.0 N/A* N/A* SC-262F 8-7/8" O A325 27 3 K 5.68 15.0 N/A* N/A* A-4288 14-1 1/8" O A490 388K 27.88 32.0 30.03 :86-40A 14-1 1/8" O A490 445K 31.98 32.0 3 4.44 7.6 5G-40A 8-7/8" O A325 70K 14.55 15.0 16.63 10.8 A-297G 8-7/8" 3 A325 70K 14.55 15.0 16.63 10,8 snnection will be 100% retorqued -6.

t

R5p01'(con't)

Stress in ar.nection Quantity, Size Design l Stress in Bolts (ksi)_ remaining over and type of bolts Load Calculated Allowable bolts if allowab one bolt is assumed to carry zero load (Ksi)

5D-40A 16-7/8" O A325 106K 11.02 15.0 11.75 A-272E 16-7/8" O A325 120K 12.47 15.0 13.30 4C-429B 14-7/8" 0 A325 120K 14.25 15.0 15.35 2.3 lE-402A 20-7/8" O A325 175K 14.55 15.0 N/A" N/A*

28-402A. 26-1" O A325 292K ' 14.30 15.0 N/A* N/A* 2A-243 A ' 20-1" O A325 200K 12.73 15.0 N/A* N/A* SA-24~33 8-7/8" O A325 70K 14.55 15.0 N/A* N/A* 3B-275C 8-7/8" 0 A325 79K 16.42 15.0 N/A* N/A* 5C.-423A 26-1" 0 A490 315K 15.43 20.0 16.04 3A-244A 26-1" O A490 370K 18.12 20.0 18.84 S-?25B 22-1 V8" O A490 640K 29.27 32.0 30.66 28-41A 22-1 V8' 0 A490 640K 29.27 32.0 30.66 23-430B 24-1" O A325 275K 14.59 15.0 15.22 1.5 08-252C 24-1" 0 A325 278K 14.75 15.0 15.39 2.6 '0E-45A 16-7/8" O A325 106K 11.02 15.0 11.75 A-294A 16-7/8" O A325 140K 14.55 15.0 15.52 3.5 HE-426B 14-7/8" O A325 120K 14.25 15.0 15.35 2.3 Enections 93K-280F, 930-264G, 93D-264F, 93AD-2668, 93AC-41A are standard pitical pipe chase hanger to floor member connections.- See Exhibit 6 Edesign loads and bolt stresses.* ) four connections marked with an asterisk on Exhibit 3 will be reworked lretorquing all bolts in the connections. The remaining 24 connections on hibit 3 will be repaired by welding the connection clip angles to the %necting members in accordance with approved procedures. )nnection will be 100% retorqued '7-I t L ~

8 'R 5802b, a n noc'ti o n Quantity, Size hesign _ Stress in Bolts (ksi) remaining over Stress in t and type of bolts ILoad Calculated AI'lowable bblts if allowh (Kips) one bolt ) is assumed to carry, zero load (Ksi) 'C-4243 20-1 1/8" 6 A325 295X 14.83 15.0 15.6 4. LE-1393 8-7/8" O A325 54K 11.22 15.0 12.83 -0L 2 ! AS-3027 4-7/8" O A325 20K 8.31 15.0 11.09 - Of tsed on_ the above calculated stresse's and' theI relatively small possibility oO periencing two or more loose bolts in these particular connections (See

hibit 7), it is the Engineer's opinion that.these connections will not

!versely affe.ct the safety, operability or maintainability of the plant. ~- ~ CR.5503 onnection Quantity, Size Design _ Stress in Bolts (ksi) remaining over Stress in and type of bolts Load Calculated Allowable bolts if allowd ) (Kips) one bolt l is assumed to carry zero load (Ksi) )9E'-262E 10-7/8" O A325 15.5K 2.58 15.0 2.86 h6E-415A 20-7/8" O A325 16,5 K ' 13.72 15.0 14.44 )D-415A. 24-1 1/8" O A490,490K' 20.54 20.0 21.43 7.2 j fC-414A 28-1 1/8" OA490 490K 17.61 20.0 18.26 ; f8G-421A 18-7/8" O A325 155K 14.32 15.0 15.16 1.1 p9A-413A 14-7/8" O A490 111K - 13.19 20.0 14.20 3A-2490 22-7/8" O A490 266K 20.10 20.0 21.07 5.3 { )A-413A 1 28-1/8" 0A4 90 481K 17.28 20.0 17.92 -04 .nnections 303C-2403, 303C-249C-303 C and 303C-2498-3030 are not permanent ructural steel connections ( m t 2

Bas d on'the above calculated stresses and the relatively small possibility of experiencing two or more loose bolts i n these particular connections (See Exhibit 7), it is the Engineer's cpinion that these connections will no9 adversely affect the safety, operability.or maintainability of the.clant. NCR 5504 The first eight nonconforming conditions identified on this NCR will be reworked in such a manner as to make the bolts and connections conform to the drawing, specification, and code requirements. The ninth item is a documentat.on deficiency and the reinspection has verified that size has been installed in the connection. the correct solt ICR 5505 The nineteen connections were 100% visually reinspected and more than 50% torqued tested. All nineteen connections were found to be acceptable. G e _g. +

r-f EXHIBIT 1 CORRECTIVE ACTION REQUEST 33 l l

s. c - a -m , O [3 7I .4 43 b KNUDSEN ccmacTr<s ac71cN nscuss7 gatsoo 'm 2 scuts 7 No. 33 N c. ?an ?:1 uNir sc-3*c etn; Us eA g 1_9,_m, Structurai Steel ^ 2,2A - rACr I -cr <=:nes e r scwncN 10 CFR 50, Criteria X, states in part, "A progra7a for inspection or~ actiyities ~ arrecting quality snail be established and executed...to verify conformance with the une documented instructions, procedures and drawings for ac'ccmplishing the activity " Ccr,trary to. the above requirements, the NRC has noted numerous instances where I Suruc urai Steen has,oeen. erected iinprcperly and subsequently accepted by Q.C l inspecti on. ReTerence NRC Docket 130-05-04 seek or January 2.:,1:el. and NRC 'Jeekly Inspection Report for the 1 p result of the above, a Stop 'Jork Ordei- (ref. IOC-81-73) has been issued for all actural Steel welding, bolting and arection. (continued Face. 2) / 7 2fCU!!?I3 12 CM l / b* _ N;U A7O $? / = c.4. r.w c:.~ tu =A3 2:vi.v rs sr ItCJ-CT CUAUTY 1.w C;N En O A;g 2a AND C OIIi C '.Y! A C Z C N * .*-7 J ~~.

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Structural 1:ee; Unit 3 & 5 ~ 6 ' The followin: c:nditions must be met prior to resumption of work: 1. All accessible Structura'l SteeTplysical bolte[and welded connections in both units are to be examined by 26ne to verify conforca.ce to drawings, specifications, etc. t 2. All QC St.:ctural Steel permanent plant documented records shail be verified for acceptability and conformance to actual field conditicns. 3. To preciude recurrence, ail construction, QC, engineering and superviscry personell involved with Structural Steel Erection shall receive documented. training and indoctrination in Structural Steel Erection and Inspection F.ecuirements. As evidence of compliance to the 'above conditions ~ are submittad and found lifted by zones. acceptable to-the Project Quality Manager, the Stop Work Order ~. ...... s_. .: -....: a:= -- -.:+ n s, _ -. s- %m. =..

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D ~. + EXHIBIT 2 JOB INI?ECTION TOROUE VALUES FOR' REINSPECTION s e h G e I . - -. + - - +. - -. -, y-- -=,--e r-.- ~., - - -,,,,

i a ch . =M.%$ u 0:5 nN C CJ M. A NY, IN C. INTCit. OFFICE CC40EnPONDENCE IOC-81-163 .:. -ures February 13, ic81 \\ ve, nichard ,-is Jack Da 2

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o-I Satsop Pc-er Plant to eirie s, Contract 2879 t o cAri e ~ - Elma, Washington Verificatica of Structural Bolting su es cer, Per CAR !33 cngineering having reviewed the varying job torque as noted per IOC-81-154, is now assigning tr.e values for minimum torque required by AISC. t During the verification of structural bolts per CAR !33 the inspection teams shall perform 100% visual and-20% actual torque verification usinc une.-t-lo values ncted on attached sheet. ~ If there are any questions please contact this office. Attachment MCL/kh .k . cc: D. Reed R. Wisdem M. i.entz H-K File EXHIBIT 2 e.

./ s n .,. me A325 MINIMUM TENSION REQUIRED DIAMET,R PER TABLE 3 AISC TOROUE t INJ-LB FT.-LB: )(" 39,000! 6,825 569 000! 10,200 250 1 1/8" 56,000!. 12,600 1,050 i ~ A490 MINIMUM ~~ ~ ^ ~ ~"~ DIAMET,,'a TENSION REQUIRED '3 e PER TABLE 3 AISC ORou-i t IN.-LB FT.-L5 f[8 49,000! 8,575 ~ 1;067 715 64,000! 12,800 1 ljg= . 80,000: 18,000 1,500 1 .) i s e 1 d i / I i I { c 9 1

Y t s r i i EXHIBIT 3 CONNECTIONS WITH BOLTS WHICH TURNED AT THE " JOB INSPECTION TOROUE" 9 6 I o .I

EXHIBIT 3

NNECTIONS WITH SOLTS WHICH TURSE: AT ThE " JOB' INSPECTION TORQUE" NCR 5501 LOGSE BOLTS NO. SOLTS NO. BOLTS REPORT NO.

CONNECTION BOLTS TESTED VISIBLE IN CONNECTION 553-152 265C-44A-298C-2 3 8 20 296G-??A-298E 2 2 4 16 2973-41A-271G l 1 4 16 297C-41A-299A 1 4 4 16 297D-41A '193 2 2 4 16 264C-4243 1 10 13 16 2665-4253 1 4 8 14 153 93K-280F 4 2 4 4 930-254G 4 2 4 4 93D-264F 2 2 4 4 159 248A-407A-252A 4 9 20 24 252A.-4233-245E 2 6 19 22 258F-248A-264G 1 1 16 16 267A-245C-262F 3 8 8 8 162 47A-4288-40A 4 7 7 14 295G-40A-297G 1 1 8 8 2950-40A-272E ,2 3 4 16 294C-4298 1 7 8 14 165 251E-402A 1 20 20 20

• i 2438-402A-243A 7

26 26 26

• 278A-2438-275C 4'

8 8 8 166 93AD-266B 1 2 4 4 93AC-41A 2 4 4 4 i75 245C-423A-244A l 17 17 26 44A-4253-41A 2 6 16 22 E31

'EXh!BIf'3(cont'd' NCR 5501 LOOSE ED LTS NO. BOLTS NO. BOLTS EPOR'T NO. CONNEC TION BOLTS TESTED VISIBLE IN CONNECITONS 555-158 252B-42 33-252C 2 11 20 24 290E-4E A-294 A. 1 4 4 15 271 E-42 5 B 2 3 8 14 e e 9 b o O e 3.A i

EXHIBIT 4 STATISTICAt STUDY C: POSSIBLE STRUCTURAL STEEL BOLT FAILURES IN UNIT #3 O d I i 4

P EXHIBIT 4 ~ ~

SUBJECT:

Statistical Study of Possible Structural Steel Bols railures in Unit !5. ' ~ PREPARED BY: Henry Burgell and Chung Ho Chen DATED: July 16. 1981

REFERENCE:

Ronald 'Jalpole and Rayr.cnd Harris, Probability and Statistics for Engineers and Scientists, Mac.Millan Company, New York. ~ b4, j Pase 1 of 21 a

r REPORT LISTING TITLE PAGE............................................ 1 RE P O RT L I ST I N G........................................ 2 CONCLUSIONS........................................... 3 STATEF.ENT OF PR0BLEM.................................. 4 STATISTICAL METHOD SYN 0PSIS........................... 5 BOLT FAILURE...Probabili ty Study............. ;........ 6 P ro b a bi l i ty Stu dy....................... ? P ro babi l i ty Study...................... 8 i Cocfidence Leve1............... 9 CONNECTION INTEGRITY... Probability Study.............. 10 i Probability Study.............. 11 Probabi li ty S tudy.............. 12 Confidence Level............... 13 CATA ATTACHMENTS................................. 14 - 21 ->- U - -- o Page 2 of 21 ]

r--- ] 1 e CONCLUSIONS ~' A. BOLTS

1. Total number of deficient structural steel bolts in Unit is, with a 99% confidence level varing betwee'n nine (9) and thirty-two (32) among

-3,273 bolts not tested.

2. Total number of deficient structural -steel bolts in Unit !5, with a 95 confidence level, aring between twelve (12) and twenty-nine (29) among 3,273 bolts not tested.

3. The highest prcbability of bolt failures in tinit !5, is twenty (20) failures out of 3,273 bolts not tested.

B. CONNECTIONS

1. The untested chnnecticns in Unit !5 lie between 98.01: to 99.30%, of design strength, utilizing a 95% confidence level.

2. The untested connections (794) in unit !5 lie between 97.8% to 99.51% of design strength utilizing a 99 confidence level.

3. The probability of having les: than 98% design strength in 794 untested connections in Unit #5, is 0.023.

4. The probability of having less than 97.5% design strength in 794 untested conrections in Unit !5, is less than 0.0002.

i i T 1 l E M-3 Page 3 of 21 d L

4 ~ C ATEMENT OF PROBt.EM Nonconfonnance Recerts 5500, 5502, and.5503 deal with the fact that documentation deficiencies existed for a portion of Units f5 that preceded the accec.ance of structural steel bolts. The bolts in question were either loaded with concrete, otherwise inaccessible, such that conventionai boit testing methods became impossible. This report has been generatec :o support the Morrison-Knudsen Ccmpany,Inc., recomend-cd disposition of "*ccept As Is" bas.ed upon the la' k of such

• c documentation should not seriously impac: the true structural intent of the connections.

Data to present a statiscal analysis was based upon Non-Confonnance Reports 550' and 5505. E 4-4 Page 4 of 21 f

i STATISTICAL METHOD SYNOPSIS All data was based u:5n that furnished by H. W. Holccmbe, Centract 263, Quality Assurance Aucitor to Jack Davis, Centract 253 Engineerine Manager en Interoffice Memerandum, IOC-81-560, dated May 18, 1985. This IOC has been included in this report as an attachment. A portica of structural steel bolts in Unit !5 'were retested. The statistics -involved in finding the probability and confidence level involving individu;- 'Its, was the binomial distributien curve. This type of distribution is appropriate since all the testing was done on a " pass - reject" basis. Thus all probabilities and confidence levels on bolts were estimated in the binemial ' dis' ribution basis. t The structural design strength of the connections in question was statistically estimated using the normal distribution. The assumption was made that percentage of design strength can be estimated on a simple ratic of bad versus goed bolts in any one connection. This assumption was necessary to generate data in crder to statistically estimate design ' strength. Thus all probabilities and ccnfiden'ce levels on connection integrity were estimated using the normal distribution. \\ t E 4-5 Pace 5 of 21

3

SUBJECT:

Statisf:al Study of Bolt Failure Test. PREPARED BY: Henry E rgell - Chung Ho Chen DAiE: June 22,1981

REFERENCE:

Ronalc E. Walpole and Raymond H. Myers, probability and statistics for End eers and Scientists, MacMillan Ccmpany, N.Y.,1972, Pages 81 - EJ.. A) Given conditions: (see attached IOC-81-560) Boi_s tested: 9940 pieces Bol s failed to pass the test: 61 pieces Bolts not tested: 3273 pieces B) Ass =:ption: Probability of failure is El 3 9 4 0- o r 0.00513682. C) Nu::ieri, cal Study: From reference, the Binemial Distributiens f can be presented as: b(x;n,p) = (-Q )p gn-x, x=0,1,2...n x

• Please refer to sa=ple calculatien (page 8 of 21),

l D) Results: See attached Table 1 and Figure 1. E)

Conclusion:

From Fig.1, the highest probablity of failure is approximately 8.87%, with twenty bolts failure among 3273 ~ bol ts. It also shows that the probability of failures of 30 (or above) bolts is "almost zero. {kb Page S cf 21 - Pr:bability Study.. Bolt Failure --_---___----------_._--__A

e = ... " ".. - ~. ~. " ' ~.... - "..:.. "*..~_ :- -- ' _... :..~ -- . r; :. '...... ':L:.....".:.'..*~ CHANCES"OF FAICURES FOR' UNTESTED 50LTS ~ ~ = _...; =.. -. ..-. i.: NUM S EM. NFA I L U R E S ZZ:~'*~~t * ' P R O 9 B I U T Y. ..... =.. ~5 ~ ~ =. =:_g..,!a. =..

2. 6 2.KI Or

~'"" ' ' ' 7. 3*.. '*"~~^y""*". ... ~ ~ _. ...~.7.'.** ' " ~ * * ...._.a...... - *.... ._._....z.._......_=....q_.... .......,..._ 4..._. 6.x.._10% .x._ g o =__ - 1 5 :.

s _

re- . 4.63 % --.z. .1 ..__.::=.._.._.. ----- = =. . -= =::.:; =: . 2 0.....

8. 8 7,,,.

= _...:.:.z. g: _.;._ _ _

..... [.-

_ Q9 oj 0 0 =# Q Clq 0 . ~. ". ~ ~~. ~ ~~ TABLEl.)THE PROBASILITY' OF FAILURE ~ 8.87 / -- - a9 ...: := =' .~. ' ' ' * * *. :".~

• .*. *~~~~~T

....~~ *."..:. T.: : _ f,@$ } . d. 4.6x 10 j. =.. _.. - .:._......: : =.. .=: =: = ~ ~ 2". - 5 ~" T C ...; 2.. ..= 1.: ;.=--

== =.; .8x10 .:==.=.=... o cmo c- -g c. 2.62:dO ~~ =. _. ~ b ...?.... 0 0 0 W 6. 7z._ g -~. 10 15 zo is~ so ~ ~ ~ ~ ~ NUM3ER OF FAILURES ~ ~ FIG.4 EINC-AAL DISTRIBU' TION OF FAILURES OF B OLTS. u, n / t. wimameras 4.r. Jer.A wMrr.to see um. Wm*'ma*h A* m a%-sar suzs-ama:.m=Nmrswaar a enwammans mestems umwearms.e ma..amorecare,ser-m esr*w.ss w

Sample calculatien*: (*page.6 of 21) Note: Formula: b(x;n,p) = (" ) pX gn-x, x=0,1,2...n whera b(x;n,p) : binc=ial distribution x: no. of failures (or successes) n: total no. of trials 'p: su: cess er failure probability q = i-p : failure or success pr:bability Ex: In this study the failure probability was assumed as 61 or 9940 0.00613682. Find the prcbability that exactly 20 of the next 3273 bolts tested failed. i 1.' 51 p- - 0.00613552 9940 9 = 1 - p = 0.9928s318 x = 20 n = 3273 b(x;n,p) =( 0 ) (0.00613682 20 b.99386318

))273-20

= 0.08872 78225 = 8.87% Page 8 of '21.- Probability Study..Soit Failure hh f

-- -........... a w., a A) Given ec.:f ions: ) Bolts tasted - 9940 pieces Bolts failet to pa,ss the test - 61 pieces ~ ~ Bolts nc: tested - n = 3,273 pieces 61 ,B) Assumptier.:. Probability of failure, p is = 0.00613682. 9940 C) Numerical study: Confidence interval can be approximated as" pq 3 po p-Z a .n <p {p+ zW n Where p is the probability of failures in' a untested sample of size n, p is the probability of failure in the sample tested and q = 1-p, 2 is the value of the standard normal curve leaving an area of d/2 to the right where d = 1 - % confidence interval. (see ref.) In our case, the untested sample number n = 3,273.and probability of failure is p = 0.00613632. Using the value of z = 1.96 frem reference for 95% confidence interval. The 95% ccnfidence interval of failures (p) ~can be calculated as: (O'.00613682)(0.99386318) ,5.00613682 - h 95* ~ 3273 ( 0.00613682 + (0.00613682)(0.99386318) 1.96 ~ ^" 3273 OR 0.0035401383 fik4{0.0089347107 12 ([No. of failures <( 29 OR for 95% confidence level . The sam'e formula can be folicwed to calculate the 99% of confidence inter as: 9 <TNo. of failures C 32-l

Reference:

Rona'id E. Walpole and'Raymond H. Myers, ?robability and statistics j for Engineers and Scientists, MacMi.llan Ccmpany, N.Y.,1972, pp.203 1 \\ rage 9 of 21 - Confidence level..Solt Failure \\ G I4 C1

RAW DATA LISTING LOOSE NO. OF TESTED BOLTS PERCENT OF CONNECTION SOLTS IN CONNECT-ION DESIGN STRENGTH 255C-44A-298C 2 3 33 2S60 44A-298E 2 2 0 2973-41A-271G 1 1 0 297C-41A-299A 1 4 75 297D-41A-2998 2 5 0 254C-424B 1 l'0 90 2565-4252 1 4 75 93K-2SOF 4 4 0 930-264G 4 4 0 930-264F 2 4 50 '248A-407A-252A 4 9 85 ~ 252A-4233-245E 2 6 67 258F-248A-254G 1 1 0 257A-245C-252F 3 8 62.5 '47A-4285-40A 4 7 43 295G-4CA-297G 1 1 0 295D-40A-272E 2 3 33 294C 4293 1 7 E7 251E-402A 1 20 95 2438-402A243A 7 25 73 278A-2435-275C 4 8 50 93AD-256B 1 2 50 93AC-41A. 2 '4 50. 245C-422A-244A 1 17-94 44A-4253-41A 2 6 67 2523-4305-252C 2 11 82 290E-45A-294A 1 4 75 271E-4253 2 3 33 29-1020 all of the rest of the connections 100.0 Page 10 of 21 - Probability Study.. Connection Integrity i E 4 10 1

1 To ta l numbe r of c:n e::i ons.................................... 1814 Total number of c:nnec:f ons inspected.......................... 1020 Total number of c:nnections wi th deficiency......'............... 28 Total number of c:nnections uninspected......................... 794 Percentage of con. ecticn strength (ccmpared to design strengt'h).98.66 0:viation...................................................... 9.32% Probability of 79' uninspected connections in Unit #5, have average strer;th less than 98% of design strength is...... 0.023% Probability of 79' uninspected ccnnections in Unit #5, have average strength less than 97.5% of design strength is.... 0.0002% l NOTE: Since al' bolts which-failed to pass the ttst were hand tightened to cennections, the bolts still can resist some shear stress. The percentage shewn in this list should be treated as a maximum value (or worst condition). .i' The uninspected connections in Unit is, lie between 98.01 to 99.20% of design ~ strength utilizing a 95% confidence interval. The uninspected ccnnections lie between 97/8% to 99.51% of, design strength, utilizing a 99% confidence in'terval. REr: Probability and Statistics for Engineer's and Scientist's; page 162 thru 189. l l y'Il ? C; o-I page 11 of 21 - Probability Study.. Connections Integrity i

1 ~ ~ TABLE ONE Insptction results of Uni:-!5 bolts. STATISTICAL ANALYSIS:

1.. Mean percentage of design strength'.

h X= "'Xi E. where n = 1020, X = 33, X = 0.0 etc. 1 2 n X =100, X = 100 29 30 = 98.66% X1020 = 100 2. Deviation ,n n 4 6* ~ z; g N -1 8 ~ - = 9.33% 3. Probability of 794 connections with average strength less than gs; of design strength'(nomal dist.) (fz.: &JT= ;i'N/7?k 0.331 = ?= i X

• 98' - 98.66

-1.99 Oi 0.331 Pr ( 2 4 93: ) = Pr (z ( -Itog)

0.023 Wherc = coordinate of normal curve,( = sampling deviation, i = sampling mean, Pr a prbbability. 4. Probability of 794 connections with average strength, less than 97.5% of ~ Design strength.

=

97.5 -- 06.56 = -3~.5 0.331 Pr ( i 4 E~.5%) = Pr ' :< -3.5) $ 0.0002 Pase 12 of_21 - _ Probability Study /.. Connection Intercity .i

a L cent. 5. 95 confidence interval. 7 o-z9 3 <,a <. x + esg og x-1.96 x 9.33 1.96 x 9.33 98.00 g j / 98.6o + 4 794 K OR 98.01% <,# 4 99.30% 6. 99% confidence interval 2.575 x 9.33 2.575 x 9.33 c8*56 <.// 4 98.66 ~ q A)794 M794 97.3%< #4 99.51% ~ ~ Where x = samplina mean Zy,,= value of the standard no. mal distribution leaving an area of 22 to the right. (Ref: Page 459 of %ference) 7 r = deviation n = sample size 1 - a, 1 3 e Page 13 of 21 - Confidence Level.. Connection Integrity

MGRRI5-N-KN U DE EN C CM;:ANY, IN C. .s u.cmcz conntsacNemer !0C-81-550 May IS, 1981 m H. W. Holec=he J. Davis r,em Centract 257g Satsop Sewer Fiant se em e,,, seemem 5%, Washing:cn Statistical Analysis of su sa =, Results cf CAR !33 As per ycur request, a: ached is the Statisticai Reper. for Struc ural Steel Sci:ing Reinspecticn as per Ccrrective Actica Reques: Nc. 33 for Unit No. 5. Tnis recort censists of the fellcwing attachments: A nchment A - Overall sutistical results of Unit 5, including the baseline nu=bers used as reference thr ughout report. A:nchment 5 - Statistical results cf the number of icese belts which were nc: correcu ble during reinscecticn. Includes NCR ~ 5501 and a pcrtion of:NCR 5504. i A:nc' ment C - 5atistical results of dec=enutica deficiencies noted and no: correcuble during reinspec:icn, excluding 351 pipe chase. Includes NCR 5502 and NCR 5503. A:n c'=en: 0 - Statistical results of NCR 5500 which deais with dec =entatien deficiency in the 351 pipe chase. When reviewing this reper, there ire several ;cints that should be noted: l 1. NCR 5500 deals with the eleva:icn 351 pipe chase which is a unique condi:icn in which dccumentation for this area is suspect and all connections are embedded in concrete. It was realized that if this, peint was not uken in:c censideration, misleading conclusions ceuid" be drawn, i.e. if the number of lease bolts is taken only as a total of Unit 5, it assumes that the 2,751 bolts in the pipe chase is satisfactory. For this rea' son, percenuges in this report are given in three canners: percentage of total Uni 5 cennections and bol:s, percentage of total Unit 5 excluding 351 pipe chase and percentage of total reinspec:ed. 2. NCR 55C4 deals with several miscellanects hardware problems. A separate ' breakdcm of this NCP. was not. provided in that each condition should be censidered on a case basis and the overall percentage of Uni: 5 is negligible. NCR 550t. was censidered in :he everall hardware probitm referen'ced on A:nchmen: A and the portien dealing with icese bol:s en A:nchment S. t 3. I: is racer. ended : hat this repor: be used in cerdunction with the referenced Ncnconfer.ar.ca Repcrts and not as the sole basis fer accep:/ l reject criteria. inere 1's infomation in each individual reper: hich may ac " avident in this report, i.e.1 bel; out of 20 may be icese,. bu: only. bel was able to be tested. This rescrt will caly indicate i eut cf 20 bolts were icese.. E 6/Y

I ATTACEMENT A i Sta-istical Analysis of Results of "cr setive Action Request No. 33 TOTAL Nunc er of Ccnn ecti c r.s i n Uni t 5......................................... 1,514 TOTAL Number of Bolts in Unit 5.............................................'.. 12,715 TOTAL Number of Connecticns in Unit 5 excluding connecciens in 351 Pipe Chase.1,l'2 TOTAL' Humber of Bolts in Unit 5 excluding bol ts in 351 Pipe Chase............. 5,552 Tccal Nu=ber e. .necticns in Uni t 5 Reinspected....................... 1,020 55.2% of tocal in Unit 5. 59.3% cf total excluding 351 pipe chase. Total Number of Eci ts i n Uni t 5 Reinspected............................. 9, a20 ./ 74.3% cf tocal in' Unit 5. 1 54.7% cf tocal excluding pipe chase. Tetti Nu ber cf Conneccien's with Har6are ?roblem (includes NCR 5501 1 5504)... 36 2% cf to 21 in Unit 5. 3.2% ci tc~.al excluding 351 pipe chase. 3.5% c'i connecticns reinspeczed. ~ Tctal Number of 5cits with Hardware Problem (includes NCR 5501 & 5504 ).......'.. 91 0.7% of total in Unit 5. 0.9% cf total excluding 351 pipe chase. 0.95% cf hol ts reinspected. Tota.1 Humber of Connecticns. wit.5 raper Deficiency (includes 351 Fipe Chase).... 525 37.5% cf total Unit 5. Total Number of Bolts with Faper Deficiency (includes 251 Pipe Chase).......... 2,215 22.2% of total Unit 5. Y See Atizch=ent C for Paper Deficiencies excluding 351 Fi;e Chase. - See Ac:ach=er.: 0 for 251 Pice Chase. I -u Pac.e 15 of 21 L

N i ATTACHMENT B Statistical Analysis of Results of Corrective Action Request No. 33 4 Condition: Connection with bolts which did not meet "Jcb Inspection Torque". i Includes connections listed on NCR 5501 and 5504 Total No. cf Ccnnec ticns wi th icose bol ts.......... 28 1.54% of total in Unit 5. 2.45% of tctal excludi.ig 35I pipe chase. 2.74% of connections reinspected. 1 To ca l No. of l ec s e bo l ts........................... 61 0'.5%cftotalinbnit5. 0.6% of total excludi :g 251 pipe chase. 0.56% of bolts reinsp cted. See Page 2 of AttachEent B for specific Connections.. E 4 16 - Page 16 of 21 i

ATTACHMENT S Stz:istical Analysis of Results of. C:metive Action Request No. 33 Page 2 NCR 5501 NO. 50LTS.- LOOSE BOLTS NO. 20LTS RE?CRT NO. CONNECTION SOLTS TESTED VISIBLE IN C0tmECTIONS 553-152 255C-4dA-298C 2 3 8 20 295G-4aA-293E 2 ~2 4 15 2973-41A-271G l' 1 4 15 297C-41A-299A 1: - 4 4 15 2970-41A-299B 2 2 4 15 254C-42:5 1 10 13 15 2553-4253 1 4 8 14 153 93X-2EC.: 4-2- 4 4 930-25aG 4 2 4 4 930-254F 2 /~2 4 4 ~ 159 242A-407A-252A 4 9 20 24 252A-4233-245E 2 6 19 22 [ 258F-24EA-254G 1 1 15 15 257A-245C-252F 3 8, 8 8 152 47A-42SS-40A 4 7 7 14 295G-4CA-297G 1 1 8 8 ,2950-40A-272E 2 3 4 15

• 294C-4298 1

7 8 19 165 251E-402A 1 20 20 20 2433-402A-243A 7 25 25 25 278A-2438-275C 4 8 8 8 ' 156 93AO-2563 1 2 4 4 93AC-41A' 2 4 4 4 175 245C-422A-214A 1 17 17 25 44A 4253-41A 2 6 16 22 NCR.5504 553-158' 2523-4303-252C 2 11 20 2? 290E-45A-294A 1 4 4 15 ~ 271E-4253 2 3 8 14 G sI7 J

I ATTAC:-F.EIT C Statistical Analysis of Results of Co: rective Action Request No. 33 .c Cendition: Cennecti:ns with fasteners not 100% accessible for reinspection and ' there is no previcus traceable docun:entation for these conneccions. Includes reper s cove.ed by NCR 5502 and 5503 (excludes reports. covered 'cy NCR 5500). n Total No. cf Connecdcas wi'h decmentatien-deficiencies........... 13 z o ; ~ 0.7". cf c:ai Unit 5. 1.1% cf tocal excluding 351 pipe ] chase. 1.3t of total reinspected. Total No. of bolts unaccessible and no inspection, dec=entatien.... 55 0.5% of toal Unit 5. 0.5: cf total excluding 351 pipe chase. 0.7" cf tetal reinspected. I I See Page 2 of Attach.T.ent C for specific Connections. J a T T y-) t c. PRceuagD2i1 i

i .. ~. ~ ATTACMMENT C Statistical Analysis of Rebults of Corrective Action. Request No. 33 Page 2 ~ NCR 5502 BOLTS. NO. BOLTS NO. SOLTS RE 0RT NO. CONNECTION TESTED. _ VISIBLE IN CC.':NECTIONS ~ 5S3-96 42C-4248 11 14 20 127 94E-1393 6-6 8 148 9"'-302F 0 0 4 NCR 5503 553-77 25SE-252E' 4 4-10 246E-415A 18 / - 19 20 84 480-415A 14 16 24 48C-414A 12 16 28 88 278G 421A 13 -16 18 95 302C-2408 5 5' 8 303C-249C '.03C 5 5 8 303C-2498-3030 - 4 5 8 IOC 249A-413A-2?90 16 19 22 114 48A413A 11 16 28 J = E 417 Page 19 of 21 t

.~ ATTACHMENT D Statistical Analysis of Results of Cerrective Action Request No. 23 e Cendition: The inspection reports for the 351 pipe chasa reference connectierr that de not correspend te configuraticas as shewn en centract drawings. These connections are new embedded in concrete and no reinspection was performed. This condition is addressed en NCR 5500. Total Nc.. cf Cennecti ens involved.................. 572 I 37% of tetal Unit 5. To tal No. of bel ts invol ved................... 27 51 ~ 21.5% of total Unit 5. e See NCR 5500 for specific Cc'nnections. r c: d - os s nn u. Pace 20 of 20

Statistical Analysis :f Results of CAR !!3 , Page 2 .If there are any :;uestions or if clarification is needed as to the basis of this infor:a:#:n, please c:ntact the M-K Qualif;y Assurance Department. res,-A H. W. hoicemce Q. A. Manager islH/tb ~ Attachments , e I cc: R. A. Oavis D. E. Reed 4 J. Scwers (Ecise) D. Shapira CAR 33 File G. Hill

5. 'Jisdem File 10-21 File 17-14 D/C I

1 I t i e f

1. fl 9

- I.s m

Pace 21 of 21

~ ~ JP J EXHIBIT 5 TYPICAL PIPE CHASE FRA. MING 4 e e 1 7 e d

& LG13Ex !s tw dAWED DWYb 21rNldWDC k 4

0. H Q R-A TOS SEEPLAN C

i 1 / f =

== == i fT,[D I y,;iv;g 9 g I 5 .c' FL'BM } ,_n.r 3 g j p ( I_z=1,\\ u,

== is-l.

== u e -F./*_. .J_una 4 m u m>/ ,7 - r- .s .n s ,e .._ _.u,-- I \\_,1.34 a r-o l~ c W3 xe4 (TYP)) q 7 i-v, g3 g m G I- <-- C12 x 20.7 'REQD OllLY .C d' 4 15;c,wgi2 St.0T' HOLES Yi' jim 4 WilERE Sil0Wil 011 FL PLAH6 -)- In Ik ONLY l 1

t..r-r CTY P)

= m.=== r l-- ist ast.06 o>.n.) i i 1 E l El SECT E (cl> _r-a 4 = i'- 3 ^ 'F [_ y_ 'Cc4) ' ~___ -W COPE AS REOD "W g'i -tr ST O GA l 7 C (SPLlCED G N Gj r HQR AS REOD) /y ct 2 v vo.1 F (o4) W ~ di,T.A TYP PIPECilASE SECT. EXCEPT AS NOTED .kis_. 'y w gyg TYPE HI SECT. F c 02) 34 = i'- O NTS EXillBIT 5 TYPICAL PIPE CllASE FRAMING

s 4 EXHIBIT 6 DETERMINATION OF SOLT STRESSES IN PIPE CHASE CONNECTIONS B m 9

--~w

n Yll:3 MUnrCd A 1:0 n)ho,a.N

. - l7?lg carz M wYo;K j,Q

h. crk7~

bl:'BlA/ ,g z.s 1 c:s m. >rgo 2 4 c 8'," 4g.5 1140<5 / euenr. n os e:- W/ID.' ' i sua;ecT 788 dC' -%~~ 2_ _5tf//,*o W.21k1 '.._&'*kn2M/ Of"EACl) LC/1/JECTC/s $'sX//) e/) A))XC';D.. i ___ _s =7~ n= c//.c naj sa =v.to 2c4D --...... 4 TE)3ED.h*=~4 : ..l. W _ ff3 6 __c2'y;'ta,yosJ. J h. 12 40 - WA 3 -/2 2 A13C. 6?T'_ &Jq?uCj70/J llAAld 1_ ELSW/:1 ED. 5._ !MQCo-.3 ;'.dAl. dutDE...... d.__ 'P!6.'. //o. '3 6.822.5.- 14Zi", 6 sis?.340f &_J25 6.- 3d Jz M S.'___.. .kuia):. / lC#D//.B 3 . ( h > ~ / s if.a a : S 04//d.27 rsS/6/J J.cca /7". sci = . _ _ _.___.)cja4L JA/ALu 225wj'./.2%D. t:.i.4 swl E Tass /J J/M621 &d.-7/M l-ll.. EAD - 20 (7;-T/.6,7milNr!c) ...._... T15 9 1 2DA1>3 Z O'J.*.E w j~n E' Sf. /fl-f) o . 4. Dasm) c= &/pszcne/Js J. <i N M ! s t 7o x/s awac;7c.J /EL.d@bE* 7B* /S/C/]== 2W&f 2h'L,7 fris= / :pj'5gIler 5b iaw Taur /J lae - /4h kcnxi 'ia~ b o l /C. c -e n 3 - ?. Y .. pf ',fgf:it,' L = 26 7 e Uz? - O !'; E,,- dz'f. 6 f vs x g /g #I& %Q

• A l -'

.c s p ' y A 3* + /dX.f*r* 2 L k ), -._ 8 4Zd 'c g, X u X ec F 3 I, c /g':) y E4 X/M,, 6

• 4EC h L

Tu.m. e e. m t \\vi E l-I o , = _.,. _,..,

ESASCO SERYlCES INCORPORATED cit [D/CrdY. s v

• d A f NEW TCRK sHcet 1 cr 1 r-c Ci b

A~ t Iclf!l$f ors no. 'M 2 Ag

$$,"' glf~$ cue u*t-h!$$$$ pn ostci N'/lA B '~i suatt:T_ WE d'l=<E E %~/_ Ao ' 22 Obk'e Tu WS. &ln 17e//.. .-.. AbjE:- E!S ZaW/./AM/ES..Ab%sf 79L.t.d2> a=- /dh.. dt.5ME.. AG. A77* 407 A/ EWE.S R&/ CFMV.!E_ h'.pf -. - -. 2 C C. G E. fd E W d i.... 4 ABx'Y.hk ./M'2,~, . m c y ) 7d r m.:c g. o J g s 5 m g, g.:) /.46 dsc -- _.?...

g. c-f Otj2s A c w i ^ 5 g a n h e r ~.=.e e n.

......f... ls I, -. Le Ca m.. 1, ? l 1 +2(if,-l(zy -.c = M d' j. ! c.a. 4 s C' t CX(2/ZG HZ r(d.Z5-/dzi b = ,g 1 k gg E ll, = d(2.lzf-JtzY2),,, d3 /8 ~ ~ ~ ~ ~fN z Y !c z y W 49 ..$. / /2/19C/J A7xi 7aso.iixie-ei-is 's paxe<cxuae ;&.wj' +<4 3.2. ;S/Ex l t Y$ llY$Y b S!

• N"E fE f

e c e w

I e EXHIBIT 7 STATISTICAL STUDY OF POTENTIAL FOR LOOSE BOLTS IN A CONNECTION W. e m .s 1v-- er + ,--me,-

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