Text

Forwards Transmittal 8 Re Phase of Independent Assessment Program
	ML20096B184
Person / Time
Site:	Comanche Peak
Issue date:	07/31/1984
From:	Williams N; CYGNA ENERGY SERVICES
To:	Ellis J; Citizens Association for Sound Energy
References
	84056.012, NUDOCS 8409040029
	Download: ML20096B184 (103)
	v • d • e

{{#Wiki_filter:6- /' =-- 101 Cahtornia Street. Suite 1000, San F ranctsco. CA 941115894 415 3#56G0 July 31, 1984 OM N j 84056.012 Mrs. Juanita Ellis President, CASE 1426 S. Polk Dallas, Texas 75224

Subject:

Telecon Transmittal #8 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Texas Utilities Generating Company Job. No. 84056

Dear Mrs. Ellis:

Enclosed please find telecons associated with the Phase 4 Independent Assessment Program. If you have any questions or desire to discuss any of these documents, please do not hesitate to call either me or Donna Oldag. Very truly yours, I / Mk N. H. Williams Project Manager Attachments cc: Mr. D. Wade (TVEC) w/ attachments 4 Mr. S. Treby (USNRC) w/ attachments Mr. G. Grace (TVEC) w/ attachments Mr. D. Pigott (Orrick, Herrington & Sutcliffe) w/o

Mr. S. Burwell (USNRC) w/ attachments 4&

0409040029 040731 d& PDR ADOCK 05000445 C f A PDR I l San Francisco Boston Chicago n.chland L

B" Communications AL ci Report 111111111111111111111111111111 Company: Texas Uti1ities o Teicon d Conterence Report Job NS 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Date: 6/15/84 subject: Electrical Review T'm*- 1:30 p.m. Place: GaH Offices Conduit Sizing Participants P. N. Lalaji G&H T. R. Martin Cygna Required item Comments Action By Paul informed me that conduit sizing was performed in accordance with the Gibbs & Hill Design Guide. The specific section relating to conduit sizing was in the Electrical Design Guide E-Q, section XI, drawing number E-Q-202. Cygna will review this guide for technical adequacy. q Q gjg j,3 pag. 3 i signed. or N. wi gams / D. Wade, G, Grace, R. Hess, T. Martin, S. Treby, J. Ellis, o,.inoui on- .u::, mm m:;

Communications d(ni Report llNllllHlllllElNillll#1 Companr Texas Utilities a Teiecon di Conference Report JbN-84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Date: 6/15/84 suoject: Electrical Review 1:30 p.m. T'**~ Documentation Request G8H Offices Participants D. O G Msu G&H T. R. Martin G&H l Required item Comments Action By Requested documentation related to the removal of radiation monitor (Re-4509) interlocks from the control circuit of the surge tank relief valve (RV-4508). i I l p L4 g g) gk) signed /ms " * " 1 1 Distnbution 'N. William DjWade,G. Grace,R.Hess,T. Martin,S.Treby,J.Ellis, _ s,, ~ _ _. -.., _, -,

Communications Report 1 ( t i maammmmmm< Company: Texas Utilities o Telecon a Conference Report N 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 D8 7/5/84

Subject:

Time-Chit Suport 1:30 p.m. Document Request Comanche Peak Steve Ellis (x611) DCTG Desmond Stevens (x226) Cygna Required item Comments Action By Please supply Cygna with a historical listing of all CMC's P.M. and DCA's against conduit support 2323-S-0910, Sheet one 7/5/84 IN-CSM-15a. signe "*8' /ms 1 1 Distnbution-N. Wil m D. Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, ..,-,,,m

Communications t4 L n i Report mammmmmens o '*aa 9 c a'~"a a*o T. m ut m t4oc Project: Job No 84056 Comanche Peak Steam Electric Station o,,,. Independent Assessment Program - Phase 4 6 f pg / g4

Subject:

Time-10:00 a.m. Conduit Supports - Inspection Reports p,,e,. CP9F9 Participants. of D c_ Vaults TilSi noemnnd 9tovent (v ??6) Cygna na Required item Comments Action By Please supply Cygna with a copy of the Inspection Reports for Conduit Line numbers: C13G03528 C12G05124 C13013677 l i \\ 8 /gg 1 1 Distribution' I N. William Wade, G. Grace, R. Hess, J. Russ S. Treby, J. Ellis, S. Burwell, Pr@ha F()la l

E Communications Report L4 L tri lil1111111111111MMINI 1 compny: Texas Utilitles T econ q conference Report ) Project: Comanche Peak Steam Electric Station Job No. D*- Independent Assessment Program - Phase 4 6/25/84 Subsect-Time. 1:50 p.m. Conduit Support (#910 Sheet CST-3) CPSES Tom Keiss (x 487) TUGC0 Desmond Stevens (x 226) Cygna Required item Comments Action By 1. Calculations requested earlier for Conduit Support Detail #910 Sheet CST-3 were not complete. Please supply Cygna with a copy of the following calculations: 910 SCS-102C Set 2, R.1, Sheet 72-108 910 SCS-102C Set 5, R.1, Sheet 1-43 2. Please supply copy of: Calculation 910 SCS-1017 Set 1 Sheet 1-30, 70 2 /&fdNk) /ms 1 1 i N. Willfs[D. Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, D'stnbution J

Communications Repod 14L t i llNINHilllllllillbill#HI cornany: Texas Utilities o T*' econ gt conference neport Protect. Job No. 84056 Comanche Peak Steam Electric Station D* Independent Assessment Program - Phase 4 6/25/84

Subject:

Time 10:30 a.m. Conduit Supports - Calculations Place < p Tom Keiss (x 487) TUGC0 Desmond Stevens (x 226) Cygna Required item Comments Action By Please supply Cygna with all cales pertinent to the design of the following conduit supports (up to and including the Rev. shown): Support #s Rev. CA-11 9 CSD-16 3 l i Signed Page of N. Willig,[. Wade G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, D's'abuten -a m e_

Communications 41 i i Report lWilllllllllllillMUNillt Company: Texas Utilities a T*iecon ex Conference Report Project: Job No. 84056 Comanche Peak Steam Electric Station cate: Independent Assessment Program - Phase 4 6/25/84

Subject:

Time: 10:00 a.m. Conduit Supports - Drawings, CMCs, DCAs Place: pg g Diane Bleeker (DCC) DCC Desmond Stevens (x 226) Cygna Required item Comments Action By Please supply Cygna with a copy of the following: 1. Drawing 910 Sheet CSD-16, Rev. 3 2. CMC # 62932, Rev. 0 3. CMC # 33556, Rev. O, 1, 2, 3, 4 4. DCA # 6588, Rev. O, 1, 2 J 2,p. Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, Distnbution N. Willi -,'.'.'C. 1020 0's F'VJCbb

1 Communications Report AL i i msnmanum Texas Utilities o Telecon 9t conference neport Project-Job No 84056 Comanche Peak Steam Electric Station cate. Independent Assessment Program - Phase 4 6/26/84

Subject:

Time. 9:00 a.m. Conduit Supports - CMCs Place. Diane Bleeker DCC Desmond Stevens (x 226) Cygna item Comments Ac o By Please supply Cygna with:

1. All Revisions (except Rev. 0) of CMC # 62932.

2. CMC 33556 Rev. 4, Sheet 1 of 2 and 2 of 2 (second sheet missing from prior request).

l l 1 l h k /ss 1 I D's"'buwa N. Will s,/). Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, rsvgcut riic

Communicstions ALni Report ammmmmme 5 conference Report company: Texas Utilities o Teiecon Job No. 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase cate: 6/26/84 subject: Conduit Supports - Design Calculations Time: 2:00 pm Place: CPSES

Participants:

Tom Keiss (x 487) of TUGC0 Desmond Stevens (x 226) Cygna Aequired item Comments Action By Please furnish Cygna with a copy of: P.M. 6/26/84 Calculation SCS-175C, Sheet 1/2, Rev.1 4 i n n. m g y. . - m. ...,,, bu,, n r41 1020 Gia

Communications 4La Repod i lWilllllNlllNillNilNlNl Company Texas Utilities 0 Telecon q Conference Report Project Job No. 84056 Comanche Peak Steam Electric Station oste. Independent Assessment Program - Phase 4 6/26/84 Subsect Time-8 00 a.m. Conduit Supports - Calculations Place. p Desmond Stevens (x 226) Cygna To.r. Keiss (x 487) TUGC0 Aequired item Comments Act.on By Please supply all the design calculations for Conduit Support

910 CSD-1.

4 1 S'9ned Page of gg jg Distr'but'on N. Wil msgD. Wade,G. Grace,R.Hess,J.Russ,S.Treby,J.Ellis,S.Burwell, _. _ _ _ _,, _ _ _ _ _ _ _ _ _ _.., _, _ - _ _. _ _.. _ _ _ _. ~ _ _. _ _ _., _ _,. _ _ _ _ _. _. _ _ _ _.. _ _. _ _ _ _ _ _ _ _ _ _ _ _ _.. _.. _ _ _.. ~, _ _.,. -.

) Communications 4L Report i i mammmmmama Company: Texas Utilities a Telecon a conference Report Project Job No. 84056 Comanche Peak Steam Electric Station D* Independent Assessment Program - Phase 4 6/27/84 Conduit - Fire Protection 9:30 a.m. Place. T. Keiss (x 487) TUGC0 D. Stevens (x 226) Cygna Required item Comments Action By Please identify which, if any, of the following conduit lines have fire protection coatings and supply the calculations for those identified. Location C-120 02934 Safeguards Building 799' C-120 00990 Auxiliary Building 799' C-120 04700 Auxiliary Building 822' C-120 02936 Safeguards Building 799' C-120 02937 Safeguards Building 799' C-120 02938 Safeguards Building 799' C-110 03394 Safeguards Building 811' 44)Nb /ms 1 1 signe Distnbution N. Will ,$). Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell,

CommunicStions AL a a Repon m a Teiecon 5 conference Report Company: Texas Uti1ities JbN. 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 cate 6/27/84 Time CPSES subiect: Conduit Supports - Design Dwgs & CMCs, DCAs Place 11:10 a.m. Participants. Diane Bleeker of DCC Desmond Stevens (x 226) Cygna Required Item Comments Action By 1. Please supply Cygna with a copy of Drawing 910 Sheet CA-11 P.M. Rev. 9 6/27/84 2. Please supply a listing of all DCAs and CMCs against Drawing 910 Sheet CA-11a, including all previous revisions. J i i I h /ms Pao

1 o'

1 s,gned

n. wisii naae, u. urace, n. ness, v. nuss, 3.

ireDy, d.

t. i ils, d. uurwell, o,,in nui,,n Orn4 art la vosoota

. - --. ---. - -.~.-- --..--.--------.,..

CommunicQtj@ns y Report 4L t company: Texas Utilities o Ta'* con g conference Report

protect, Job No 84056 Comanche Peak Steam Electric Station D*

Independent Assessment Program - Phase 4 6/27/84 Subsect-Time 11:00 a.m. Conduit Supports - Design Calculations CPSES Tom Keiss (x 487) TUGC0 Desmond Stevens (x 226) Cygna Reovireo item Comments Action By Plesse supply Cygna with a copy of calculation SCS-153C, Set 1, P.M. Sheet 92 which is part of the detail 910 design Sheet CA-11. 6/27/84 This was missing from one of TUSI's earlier transmittals. l i rege or signed g p N. Willi (ds.h. Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Durwell, D'*'"but'oa rroge n rise

' CommunicatiEns Report AL , s n======= compnr Texas Utilities o Ta con 91 conference Report Protect. Job No 84056 Comanche Peak Steam Electric Station D Independent Assessment Program - Phase 4 6/27/84 Sub.Ct: Time t 3:00 p.m. Conduit Supports - Design Calculations CPSES (Civil Res. Group) Desmond Stevens (x 226) Cygna Randy Hooton (Project civil Engineer) TUGC0 Tom Keiss TUGC0 Required item Comments Action ny From 6/18/84 to date, it has become evident that TUSI's response to Cygna's request for all the calculations for any given conduit support are often incomplete. With Mr. Keiss's assistance, Cygna was able to determine that the probable cause for these omissions is incomplete entries in the master log indexes for the support. Typically, the master log may list one calculation number only for a support, however, that calculation may in turn reference other relevant analysis in another calculation. To expedite Cygna's access to the necessary information, Messrs. Hooton and Keiss have permitted Cygna personnel to freely review calculation and master log binders, and to obtain copies. Cygna's understanding is that the calculation binders in the civil resident group's work area constitute a complete and final, design-reviewed set of calculations for conduit supports. hh /ss "1 1 N. Will(gins,[J. Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Durwell, 04tribution 7. F,a

Communicati::ns bpOd Li ( L A. MAMMMusul company Texas Utilities a Teiecon & conference nepori N Comanche Peak Steam Electric Station 84056 Independent Assessment Program - Phase 4 oate 6/27/84 Conduit Supports - Calculations 5:00 p.m. CPSES Participants Djang g]ggggp of ggg Desmond Stevens (x 226) Cygna neau,reo item Comments Action Hy Please supply Cygna with a copy of all revisions of the A.M. 1 following DCAs: 6/2H/84 3962 4031 t I i i l f i i ( h d A/ d /ss "*8' l 1

n. witiispj u.pwaUe, u. urafe, H. Hess, J. Russ, 5. Treby, J. Ellis, 3. Hurwell, o,,v,noi,on o.- u,. ' e N.

f,00 e t.

Communicatirns Report 4L 6 i I W W I N NI M e illli Texas Utilit.ies e Teiecon g conference nepon Protect. Job No 84056 Comanche Pea'< Steam Electric Station U Independent Assessment Program - Phase 4 6/21/84 sunrect Time 11:36 a.m. Conduit Supports - Calculations CPSES Toa Keiss TUEC Desmond Stevens (x226) Cygna neovireo item commente Act'en av Following a Comunications Report Request to Tom Keiss for all calculations for conduit supports numbers as follows: (Each number is preceeded by "910 SH.") CA-la, CA-2a, CA-Sa, CA-15 CSM-6b, CSM-15a, CSM-18c, CSM 18d, CSM-18f, CSM-42, CST-3 and CST-17, a phone call was received from Q. A. vaults at Comanche Peak, requesting calulations numbers. The most recent conversation with Mr. Keiss, documented herein, was for the purpose of explaining that the previous communication reports constituted Cygna's formal request for all calculations pertaining to the design of these conduit supports to enable Cygna personnel to have all the relevant information at their disposal for review purposes. Cygna expects TUS! to research and furnish all calculation numbers, since they are the appropriate party to have familiarity with their archives. Cygna will appreciate expeditious executinn of this request. i 00 % _ dNM /ms "'" i i u.wiiiiamfawade,o.orace,R. ness,a.Russ,S.trehy,s.ciiis,S.Burweii, o-etn i m e'. Project Fi e

Communications Report AL 6 i 1111111111111111lll181111ll111 company: Texas Utilities a Teicon E conference Report Job No-84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 oste: 6/22/84 Time 11:30 a.m. subject: Cable Tray Supports P'*c' Document Request G8H, N.Y.

Participants:

-Peter Huang G&H John Russ Cygna Required item Comments Action By Cygna requested and received copies of the following calculations: xSCS-101C, Set 5, Sheets 21-35 SCS-109C, Set 1, Sheets 133-163 >m l A/M /ms Page y } signeo of Distnbution: N. Willi [F Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell,

Communications oL Report i t i 1111111111;1111111111111111111 company: Texas Utilities o Telecon & conference Report Job N - 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Date: 6/22/84 subject: T'm*~ Cable Tray Support Reviews Place: Document Request G&H, N.Y.

Participants:

Ed Bezkor G&H John Russ Cygna Required item Comments Action By Cygna received the follcwing documents: SRB-123c, Set 1 SRB-123c, Set 5, Rev. 0 GTN-69135 GTT-10395 GTT-10395 I signed- /ms Page 1 } of cistribution: N. Willia D.pade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, -..=.-.. -

Communications A( ci Report 1111111111lll111111111lltll111 Comp *"r Texas Utilities o Telecon d Conference Report Job No. 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 cate: 6/19/ 84 E m': 11:20 a.m. suNect: Structural Review "'*C' Document Request G&H, N.Y. Panicif v:s: Peter Huang G&H John Russ Cygna Required item Comments Action By Cygna requested the following items from Mr. Huang:

1. All calculations on the effects of vertical loads on beam members of regular cable tray supports.

2. Calculations on design of connections for attaching cable trays to supports.

Mr. Huang provided a copy of sheets 28-33 from binder SCS-111C, Set 8 in response to item 1. In response to item 2, Mr. Huang stated that the calculations appear on sheet 42 of binder SCS-101C, Set 2. d)h /ms "'9' 1 1 signed. Distnbution: N. Wil . Wade, G. Grace, J. Russ, R. Hess, S. Treby, J. Ellis, S. Burwell, "o'* T'T

Communications A L ;1 Report i 1811llllll111111111111llllllll o Teiecon 5 Conference Report Company: Texas Utilities N-84036 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 cate: 6/2(;/84 '"ne 7:30 a.m. Conduit Support Calculations Place: CPSES Participants-Tom Keiss of TUEC 1 Desmond Stevens Cygna l Bob Hess Cygna Required item Comments Action By Please supply copies of following calculations for A.M. conduit supports, as follows: 6/20/t-Support 910 SH. CSM-18f 1) Calculation 910 SCS-205C Set 1 (SH.1/51-1/81) Support 910 SH. CA-la 2) Calculation 910 SCS-153C Set 1 (SH. 1/4-1/29) 3) Calculation 910 SCS-102C Set 1 (SH.1/1-1/29) Support 910 SH. CSM-15a 4) Calculation 910 SCS-201C Set 1 (SH. 1/7-1/10) Signed. hh /ms Page 1 of 1 Distribution: h. Will mSf U.

Wa00, b.

brace, d.

KuSS, K.

Me5S, 3.

60eDy, d.

t. l i l S, 5. b u rWe ll,

D,.n 4 a r + C41n 1020 01a

Communications Report AL i i 14ll1111111111111111lll11lll11 company: Texas Utilities o Teiecon di conference Report Job No. 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Date: 6/20/84 subject: Conduit Supports 8:00 a.m. D**: Place: CPSES

Participants:

Tom Keiss TUEC Desmond Stevens Cygna Required item Comments Action By D. Stevens asked T. Keiss about the existence of any generic N/A calculations concerning fire protection loadings on conduit supports. T. Keiss explained that fire protected conduit lines have been documented on the "910 INFP" drawings, and the supports on these lines have been designed for the additional loads in associated calculation packages. Cygna will review these calculations if fire protection material is encountered on the conduit lines to be reviewed during the Phase 4 walkdowns. signe of M /ms Page y g Distnbution: N. Willi Wade, G. Grace, R. Hess, J. Russ, D. Stevens, S. Treby, J. rllis, e. -...,..me- ...m ......,. _ ~... -... ~.,. -, -

Communications AL ci Report 18lll111lll1111lll1llll111ll11 Company: Texas Utilities a Teiecon 6 Conference Report Job No-84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Date: 6/20/84 Time: 10:30 a.m. subject Mechanical Systems Review Place. CPSES Westinghouse Data - Reactor Coolant Pumps of Westinghouse

Participants:

John Meyer R. Hess Cygna Required item Comments Action By 1) Asked John to provide information on cooling water requirements to the reactor coolant pump thermal barrier per the " Westinghouse Instruction and Operation Book for Reactor Coolant Pump Model Westinghouse 11010-Al (93-AS)" Book No. 5710-100-09. The requirements are: Minimum , Normal Maximum ~ T GPM 60 GPM Flow 35 GPM 4 Temperature 60* F 80 F 105 F Pressure N/A 150 PSIG 200 PSIG There must be cooling water flow to the thermal barrier at all times when the reactor coolant temperature is 200 F or greater. The cooling water temperature can be allowed to reach 130 F if the reactor coolant temperature is less than 400 F. 2) John did not know of any variance paperwork between Westinghouse and G&H on isolation methods for thermal barrier leakage or maximum CCW system temperature, n } Si9"" /ms Page } of 1 Distribution: N. Willia U Wade, b. Grace, K. Hess, P. Hal ney, d. F oley, I. Martin, e Tenhu 14e e norun11 Drn4 art Fila 1020 01a .. -. ~., _ - -....,. - -, - - - -,.. -.

Communications t1 ( Report t i 11111111111111111111111lll1111 Company Texas btilities o Telecon el Conference Report Project: Job No. 84056 Comanche Peak Steam Electric Station Independent Assessment Program - Phase 4 Date: 6/22/84 subject: Structural Review 10:30 a.m. Document Request G&H, N.Y.

Participants:

of gg G&H John Russ Cygna Required item Comments Action By Cygna requested the following documents from Mr. Bezkor: SRB-123C, Set 1 SRB-123C, Set 5, Rev 0 These documents are in regard to 9 and 12 bolt clusters of civil anchors. I also asked Mr. Bezkor if design change authorizations (DJA's) were used to authorize global changes in design documents, e.g., specifications, drawings, etc. Mr. Bezkor replied that the structural group generally used DCA's for this type of design change. l i Signed: Page of Distribution-N. Willi D Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell, 1020 01a W"'

'I Communications .. Al Report t i 11111111111111llll111lll1lllll company: Texas Utilities o Telecon IX conference Report 84056 Comanche Peak Steam Electric Station D8te: Independent Assessment Program - Phase 4 6/25/84 suinect: Structural Review - 8:15 a.m. Document Request CPSES

Participants:

of TUEC John Russ Cygna Desmond Stevens Cygna Required item Comments Action By Cygna received the documents as described below: Sheets A-1, A-2: Copies of the cable tray FSE support drawings (note that all drawings listed on these sheets were not received) Sheet B-1: QC Inspection Reports Sheet C-1: Conduit Support Attachments D (19 sheets) and E (22 sheets): CPE listing of cable tray support FSE number versus applicable CMC's for drawings 2323-El-0601-01-S and 2323-El-0700-01-S, respecti vely. Cygna also received a copy of drawing FSE-00176, Rev.13. Sogned: Page of N. Wipmf D. Wade, G. Grace, R. Hess, J. Russ, D. Stevens, S. Treby, J. Ellis, Distnbution: n,r.~mm ra.

p.priJ : J. ff aica!Eu-o Calculation ~ imimimm\\milfill 6MT A.$ ~ raie.m. er-zM * % s unuries - cnen 13P P%r + *'"Y8$*&GL--. &'e* sung cneep care Systerr Joe No Feie No Analysis No Rev' No Sheet No g g -suppoaY FSC MAP sverbtzT FSE~ Ma' FSC Nvir16ER NOM 66 FSE ^NM65 ^/dmdex-75 5 F36-00l9to 7 'l3 FS6-002 6 p.3 + /3080 2(co 2

7 / 9-a 2609 62A

~+ 1. D 't &SF k O5% 4 &~Lo a 5 89-(,gr-a 588 0 51- &f6 '? 53 e n 56.L lo & +6 73.1 g-? 3 u 73o Scrz. n n 5807 +2.8 59L -72.6 ~ 590 tz.+ P23 587 605 -yzL E&UO W i 2602% (938 ~ 7S% su 59go 7<.g3 6z? it GE 'I 76f Per v est 't6 4 g (, oe o f(o 7 ss

klor R6CEW@

7 cgo "f 'l b i 7.2 n u y-aw v. :.r y q z. _ 6 - / 7, _, y.,,,,, me :c w w--, -'u--- wyw w e-wg w m--em-- m.---, m--.-i-,--w--w. .---,*,e.,-.m m- --w-

w-s-+m-

~ Calculation Sheet 69r A. -Z dL t i llllllllllll11llllllllllllllll i Progect . Prepared D Subject Cneckgy-Date System Job No File No. Arialys S No Rev. No Sheet No. SO/*f0AL7' FSC /!!A/ .So WOAr FM MM rst Mun6se iv'. n d e ? pse sJxtet sv a ssert 350$ p;se-oo187 4SS fiSe*-co.t 7& 2.92o' 2o E. 3 L L. E goo 4 u 30 5 + 4 +8i 210 gott r u 3 014 M 3to 9 't r 2.7 T 9007 350f +B0 a 4 71 z953 10L 1970 e Z197 L1B + k 5o83 119 e + 302(o r 13p -7 z986 + .i +83 9 2.91'8 e 1 +8+ + 408 z9t3 a 307D 4 f.00 e 3ozf 1Lla f LL7 &9?f 2373 4 97-t YrL + 1L2 i< + 113 3mer e 97 goll # 66 5t

iL+

JoL7 33L 30Li + w awo t 5 Lii 2%L* J idt-I 413G ... =

5I47~~ 6-I I Q c. la sfer cnw Refo 275 '_1 g m er-zo i42 F /-co l8 379 l-coli213 l-oco ?5 i ? z.o 4c C* l-cc 4+ 41 o I574?F 1- 00 3(,2.19 /- o o 3O?2.8 6 ) - oot i 34+ l- 00 1 8 5'+9 $<,98o 38 342. F l 7 318 F L

5Hr c I 1 SHStr OF DeAw4 2.5z.s-5-o9IO_ APPu ch 6LE cat c.ucAnoMQ IM - F P - 2.11, R W. 1 (c-i%oSc88) MTS l

I, M.

I C C-l2doro93) Sen I-l'1, N.I 54T5 l-34, 2.O tro-F f-El3 c(, Rev, o I M - F F - 2,1 3 b Arv, o y lM-Ff - 214 M.O Cc-l34c reBo) 5&n f l5, ta, o 3 IN+P - 2 I 6, '2*l. O CC-I2-Y0% %[] 5*M l~l+ AdV. O M- /A SCS-153C., ScT 1, Mrs 4 -IE(. C. hts - su 5 % -Ed1C, 36T !, sr+n Is-43 0.5F1 - fZ-Sc.5 - Zo1 C, set i, s#Fr3 16, C.5wl-15% SCS - 1.c \\ c, Se4 \\, Sers 7-to CS M-ISc, al, S SCS-LOTL., $4r I, St+T3 SI-81, l *2,.O Gbel-6c. SC.S -@8 C, set I, 52 3-/8 C ST - 3 SCS-IS7 C. y $4T l, SHT5' ?~10' CST-r7 Sc5-/ tic, Se r 2., 5ers 28-Si a m

O OO-4 9 a: C "M h% i G r= o y .k I 4 k' 4 y 'g d w t-9 Q2 }(.M'f ? fi ~l s. Q) M a v ~ . $~ 2 ".. ?[\\-9 0 %.$) E 7 i t EY! 4 4 0 5 x 3 4 43 & i f i g w <'me}e o => Q y y 7 4 2 9 x o 2 C u N h 9 4 "M u @, g%, @.T I 9 e g i w O . Q _p 6 a z9 z p a eC x ~ mi 8 i 3 Id 4 4: D 5 i i i 2, a 2 d-ir g

.3 5 9

7 d d D ad M I (- 't 9 9 h w e e g ^g QU Q% b C 'm O l T, .m' fe w a u kr. fN e$.h. = l , s n_ <@C'Gc. P $~*.w> J'e /i H m s 7 Ry a C k@C 9 E .; 5 - C* n P h

Cf_],ig w

<t i ,3 Z ? w w

d.

d d 4 2 % Q M N T NN Qd ,M i W

't

2 l'

].'- S ... i i w-T

T

.C tr e%* s% 2 s Pt ffs 'J 'f i 'h @M l i %@ ! 3 '"r- ! b U A 2 . e*N% r, e a i _e i z .W4 '- mg l' 5 'd, l g 1 l 2 ia: I E i-' m-h k ,f e 1 9 C c-ca c~ dw 9* d 4 l a i c 4 mt c a _s a b, .^.K vi e ? Ji Wh DO Np -3 x; A I M'= h.SY~ ih f $ d I I I M i $4 M i e W l 2 O Y' l Y \\'! C l e = A C i A A C C & C O C & C v. C'- N ) { 'C' V C Y' C W \\r 'r Y C 'r 'r Y \\G Y-k Y, l 8; s -s s ,A s J s s = 2 a l = l 1 ~ -'

9 M ~=~ . W IA Q b t-3- s8 - n h O = %k I s sW C':: ni c e i O z f YJ '&7, w s . O' $ 5 J TT S Q d x 5 ga 5 0 4 Q Q Q Q Q Q D Q e8' d = li g e t t,t,m e c c a o ou C I I ) l l, i m 'n l a m m e G C a .3: e i s, &m .ss J 57 1.5 5 _t 2 .3E "'I 4 L4 7 l- .C L O Q E M W$ W $$cyd $3 i .M E $q 05&Eg'nN'W"$$25@& ..,L.,v^d4 k. %.. r#@e C g 5M&A $4 l t z nm T. m %< 'ki, To a{ y~n-l n s E l d h 7 C 'U -d k Q[.4M M Dd Q a y j it g y d I 3 f4 hfb.Dht$ M4kMN?d$! d k 1 &% # 1: @0:: %-g%..N%%@< B ~ d, Tcc 9q ~g % NQ Wm 3m 9(r,eg g ~ ~ m9 9 _e 1 4}n a fy W m m Gd ri > &c a'f gd C CP CdD gd OK 0 Q i o i Fe,3C Ke yE 9 eS 9 FC.a ?* c 'm E 'te*c>Me m,rAP s 1g -e ii l At av ae s cV a w m A e u i c: \\ 4 N W M 6 E 6 7 C c s ~, &, q ~t=. m;' c'>C c c' C y <> v> c e = c -5 4 b -t g j 4 4 -b d c c i s E i O ~

4 d J b b B P'* 1 3 5& a w d X 3 4 i 2 gY z

a. n

<Q 3 e e c C 2m I ~ CJ a ;_ <z *s z i n 9 9 i i et i l q x i m m e E e 3 i Q-e n - -3 ni, m Dj y

'I-7
- g u~ w t J T P i kk U . h, 5 N f & I 1 b B k e se 4 o ~ + ar "A d 4 l I b ya Z-- Dd q m ~ fN D 3 6
ua a
s a e n, c s F c d ~3 y' t t l' e m e wy v 3 d$ 4 ~ d N c '-DO S l l g T d c.' c ?
i MZ3 b 5 $E #
M i i = i s c' ? C t-c; q-v E rr - :- e dC I h, E b C.. C .? ~> Q b O O ( G o
m 5
~$ 0 4 M E & O e = a = 5 5 e 9 e n c
-m'_7~ S N mm b N V Q d g5 G Et i 1i gW 5 9 sk <2 o Q 3 i i 9 s sa g a ~i E < IM <::*. CK O f = G t 'O 5 i c-3 C-a N' zs E 6 e 4 2 d 0 I 9 9 w i e 3 I a s w m C W 3 k u w i u y 7, = \\ 4 I 4 I ~ 3 N I Y-k 2 Y S i e' i c n
a a
Of s i* Ol l s N o l w v r i 6 a: ne ec .h q >c e >e s c 4 3 ,a e = = =r t 'C ( v. >= v w =r n e c m 5 4 4 4 4 4 4 S S e e -s e 4 4 4 4 l c a y 1 l c 8
e p =$ wme S=h
4m er a e
+s-4e e W
M*
+- O MN re

see m..
ic ' gu i C d 4 1,L O N EN w e = 3 x2 g 7 <t 2 3d j' w= <k I w f W f 4 + e t 0 4 \\ _._ _ s i C f l2 N. ( .e4 E c = E bl C -i3P s_ e c c = f T 6 A x _] s Ed d sd> $ cr-gO i q* t : Qi .c w z .,t i -c 9 W~ a ? mi I. d w r m 5 s 'Y9 d9 w as 'M i ~ Y T 7 i d 3 [J C3 0 w-91 , 2
v. c.9 ::: 5 4
M4 t I s >m W o i
< q c-I.
A n ~ .s g ac N-l d i i3 <h-d a_ i = i 4 7% a l a w S C ?cg S IA: W $2 l 1 & '85. y 2: l l l e c n .c, t se cc s o r .c s ~ e z ic-V ~@ r,r C 6 c 4 9 c Me q& C d d d4 4 4 4 O 4 E $O 4 E N W E 4 n l a ~ 5 ---n
pe e ep p-4 =--.@
=h w
pg O p,us D 3o i t O s Nn = A43 5 u__ _._.x ' = i N a ez q, 2 E 4 s l{ n i c i = -i:rw ( i O 9 d' 7 +4 3 = =- 9 9 4 g l H M T g I I 5 d. E 7 j M 4 G i Y D w wa w q s W 9 3 a l l h d M l n _s a i l 1 n t. _G u I a a 9 + r* .C y p 7 t' l ) N 7 9 ? d cc d m; l I c C 7 7 5 m E i 3 l l l t a n ~ + Y a e .fJ = R c = c
E E, 2:
St g 2 e.7 6. A a % 4 2 { V M C'~ V x e q = C & -.'.'.: w c 'e 4 3 'e 'c~ - c ~ ~~ 2 ~ ~ v w l l = e Q g 9 e ,m
~ ~ ' ' ~ ~ ~ A. g BA IE o a. e f gs b f,i = a 0 <ES 3 k Ik 3 }' a e ,c + -- q ' g L
6 ke h 2
b C E' 8 x z ( g le 5 z c. i c 0 O E e 4 J 5 0 C h m 2 4 g 3 g d!! m $e 6 ,i n 47 .s a d-4 9 See., + m e-S 4 4 M F 8 8 n, -c F y E, y"' a '60 d$(' ! w ca =t a i k W h 9 C a $gG h 'M & b w 4 I i i m 4 g' g = e a Yn$ v Q s e M --C* =N w O a e. .,R n T d' D e c_ a"= a= a h_es-'.O,h @om$7 a 5 n, 7 it r-c O C d x ~ C z C.- ~ Q{ 2 --- Q C v C 6 5 C C , --. O oO T g>5 %. C C C e A C Cq q Cf C-C C" g y .s s .s e r = s' g~ g~ ss c-u e w a \\ ~ l 5 'v
-4 4he th a (- aa Eb m s x = $g j <I w* s*3 9t e E s
o. C4 3 z -N C b
3 N z W J z-t i b 4
9 9
i c a:., C = siw j fd b 2 La t 3 T l z ye m'n i e m ~x l m qb r d-w i s g x i g Q@%f w i s " <n o a 2 i m m ] g h f l UN c I d i I > P ;T c i c N 4 .W D' s + i a c a q l I 3 M v E. 2 d5 # h.,, d I t a 9 p 9 97 -4 ? O I E g' e 9< y p4 J J t c a c 4 c c s .a u O h .5 $ N hD b C l i f m p d$ $ h rs M$ l $f, $ eW ,c 5 P f T C 4 [ b E b Q S $ 7 6 T C ."T F F @ E 5 7 7 7 7 3 s^ 'g g g y.y,& 5 ? ~ c I =E E ~ o o.
,.,,e .w e@*9-.469 e . ee gn eeriep eyi e-4 w 4.* A h s Y g E 7 n y k 8n a$ J l W i 4 i k 4 2 ) Ac Ci \\ O .C.- 1 i Q: t N .C @G 3 C = 3i 8 as z 5 n c. A .G i 9 a 4 N i T M Y 3 s q 3 d. 1 3 2+ d 3 - 1 3.<. 4 9~T 411 r f 9U N~T M D 5 6_f d W D ~ P m 9 h dd 91 7 9f 99 e~ ec -c e xz g g T CC,5 4 e ' 'S De w Y ?- ,A .c3 in r J 2 -) d-7 m SP ,,a 3 ~ w w
M OM 7
) 9 E $ll d 9 . sT ~1 D ~ a:~+%?, c aa y, 9-o. c 4; :- c ~- r P h a 3 m, =
a q
w. ~-
e e --coee t c-a a y g 6 T C ~E 6 g ,is ## ## M p T4 $ h !b 5L M N A 5 5 N = ^-,C, - - -.. P C[ h & 4 . m 9 ~~l7' 2 C C C"- A ,g h eg y c cC A A A y l ( o 5 G 2 ' e e e e e = 'i e = C-C-- 1 C' g w c a E = e e r-
l l \\ '\\ 1 r l l ] ( T 26 I Y y-87a-w7 D 7(o t . n ON a G S N K I R W E A A M R 3 E D K R P A M 0 / O
ll
\\. R / E ) B W M U O N N D G R E NI F / G W N A A I R I .I ID s W o f 3 0 0 A l / ~ 9 t ~ L b L l' N l S OI S -R t TA K 0 M V R 6 E A F-Q; L M A E E / l E ) t f B U n J s F C f ~ i h L 1 t t M n / s n n b n P a I %Dr % u R ED l 5. M 6 o q R n U 7 0 0 l 9 4 i q l l 7 7 9 A b 5 P P P p P P l N [ q 1 9 l, /' 9 9 9 7 7 q 9 9 ( G R N Eb D i l t A l l u l o f fI tl u
w.. e . g... .m.,- t r'- ( ..s~ fb u a. g D 2 E v) W= 2 s N d.h l & 3 mW $ ( 5.. 3 7 m 4 d, c, ri <0 x b + s b m-7 g 6 4 7
~
Q Q d h c c w 1 s m n -2 4 N O d l d 0 l t 5 5 w e 3 I N H m q w w H, I 3 d 4 - D
ei w
y e s*s S Oc 1 3 l l I i 4 5 % 2 7* l ~. E. E. 9 c3Li,d c ~ N a:
6*
gi bC 9 ". l B -P T @ l l O U '] I 7 Ol d O O. - l dT %p C' q~ P i l C b I s l -ss' w G l i h t o l W . c' & (9 5 'C q 2 M v ( 4 P'C C 9 @ h.o 1 z @d 'W C C @= C ( c 7-45 s' w (-- c.t-
r
> v O ,C-C ~~~ g m '":- c-- t-, c-c-t & w .= 4 1 a s N. i I 3 1 l = 6 -c---
G e e4 a@-M@@M9 e h 46-9 9 Q 3. - :t g =,;- t }" ~ b ? S _3 N a gN T C 0 'o EC j N r ]kj Elb $ !Q E 6 -i k e ? r w e e 3 9, e ~ .s. A G L. + l3 G Ae t se =c A t 3 EN 8 %y 4 a1 z
0 5 I
E I i ~ NO M k% e $2 @ R ( f.( 4 3 $b Y b C . a@ 4 C w Ss 9: a s.s? g-' @t@* e ~ =9 e-9 'E m s m N g$ D f h$ k h E N[i Q i 5 cas Ey D*ih n w w I a m ms 3 x, e k_T M h-.- ! !7 E 32 ,j-5 5 d ms m gr S @y = ~ ,4 M 6 h F s,^ <=$: q )y x 0 N #w + c ts c a s s eh g a e x SiE d N h i 1 o O 94 4. c 9 rc p g2 EfSqY G8 3Eg M A Rj m &a e aa a 3 a ac c 2 0 Q f Tl 5 x-C -s 5 t-C- @g c-c - c-- I 6 p$ M-N h h ,:E ~ r;-- C C'" 6-'& C"' '? e 3 m
e. e e e
a s d a x
8B8-M49m W w ,de *w $g - em pee. pseg g e m w g .4_, -, mg, i q --. - - -. - A2 .N K,L a e s fG y a 8 0 m$ a.Q 43 l i = % M C 5 .gG E 3, Cs = is h. ..{ n.. 4 2 C 8 l z I 9. i r e C a .J g i f, W .u I D '. l E g d I ,? i, -d _5 m 'd R e ) N,
) $
m s e s A g I =
== c> c r>4 C 4 x C _C C C C C; v C vw 4 3 -r v e c- < g s:: s s x= ~ um q= g g g g g g g e 5 4 ) \\ 9 1
M %'R* M**
e,L
$ P k d mSQ S
s n
s EN i h e 9 st ' g O & 6 e.. a i 4 b , 3 f.e W 3 l2 a, 3 2 at s n c e t~# er'-C g D 9, h e g%. m \\ i t E %C s ~, s= d
=
i E( 5 m 9 q k d,k l A t d iq;v i m 4 l i l t ~ N CQ l NC .g l f'% D ?> s k b l 45 Y d a m# r e 4 k Q.~ $ VE 6 CC 4G N-' M ~ E h $$$ d tE i n tc ' n m w e, =" 3 a,t 3 6 d( a z S gu o gt w $j h._ 4 w y i 32 d LA s g
t
= ~ i i C g,- v 3. i e 5 58 Z M -d U s,-a 9 e a y, mb mu d 'l f d i --4 .et:- t 3 D Y 7 Y 3 [a5 Ti a t A s o Mmt i = ( l O W W ~ 7 C c-p U C C C~ (P (
1. 1. C 4
~7 s t ~ i. ( C . c_ T C lc a c o z x f y ( i C w A A A ~ s B l .e / ).,k 2.~! 1
C j ~ i s f% fN c 4 $Q a, s 1 Y b T 4 k se b. l 4 c a ._w i = i b2 s t I . s Ik 1 O i a a 9 fv, g i j i s. 3 t'4 %{ u,, 2 e a s @k -k N "3" 5 l' l V-c 9 j s,: re,n n%k =; s-e e %e x g Q Q g { \\ ya 3 -1:; e E ,, ~ 5 -' 9 '2 l Sj 4 9 c. i. i +e $,$ a
. i c s c w
h. E. i h,, 9, N 3 b. 9 c.r. J y 5 * 'C t d e $a 4: 49 4 L c~ ~ E.' c o s Q g ~ c a R 6 C E F~ T tt 7 'F = h }- ~ 09 [ s, N M 7 T' sC d s (r ~7 N c,e e s y t
c. c.
s. C L. 'g @- 7 (q. 6 s. c ,3 ".~- " - p z s s w J, k j Q -%,? ? ? '? c l s s I 5 0 0
-,m.
...em. e -- +o - y l k i O .s kIk
5 i,-
3 5.(n w h d: b 2 i r G f 9 = s 2 = 6 4 5 f e n 4' C q d c h 5 5 D m. i n q k: i ~s s 5 g e E
E
-l 1 r- . e t.. g ~i 2 c ~ v .S W p A~ .~ n a -J Q C &?' a n 9 d % e 9 T. e vd v csl ( % + m S f c u ~ 4 e 3 4 9 4 a sc.d 1 s ( f 9 Y Q c n G d y cj6 %c 4*'R 4 4 o s
i.,
s. ~ s 5 O sq rj -?. 6 S 4 4 4 9 9< t gy 4D 4 e l j D $ 09 y 9 % T E .s t .m
4 ,,g .%h m_ -NM 2 O*' Y F -ON 1 x EC fC E th i E e a. 3 ) D C N e z L 5 h c
L.
l3 O 6G
C
= S & b B 3 5 L' t -o z = O A 4 9 k 4 Y h ? 5. s c O h e ,s 9 H b-e m m o 2 e o 2 g. e e o. o 4 e m m q c q' w b S >b 9 k d D D h 5 m m s m C y Q g E yi, i 3 ~$ } @p w c r 5 3 a ?m d-d 2 g o g m a: = @j 5 9 L i M 0 'J = s sL t 6 5 x-8 ~ g +? K R1 9 M su, D' 2 ofs ws tr E s 9 Q 3 4: 2e 2 W f,a &. *et <4 a tv w + s s a 'e e x-x
x N
<Y 'e 5 % t ? Q R 3 's S g h
s.
d $ h ! !. 2 3 5 b85N O N !! S E Q 'g 2 { g i, g ~$ s 5 3 16 3 E E 5 5 3 E d i$ $ 5s ~ ~ e 9 , _....~.. _,
.W[ IA O 1 N I e T x= a 2wa i 2 Z. ~- N = C) Ns9 E .Ek $ a z 4 5 E ~. -0 2'T g 3., y ? i p y e $t o.- r q o e c Ot t ~ 9 :4 % tr --.2 a 2 y g l 9 e N w a y r m a m w N g g e i L D 7 y C Q q w e% 5 d 3 6 k 2 4 o Q l M rn s 0 - Dw e n -u, 9, .ql x x m i ,5 & oc e4 m A 9' - Q A %c .= i 'g --; a k-, n c
1

C =
a t M 3 3 s Q.,{, u i 75! C'..T! 4: E G M n 7 D F, J. =l.: *ar x- ,J
-i b
s s-.n w
r. a-c e = g g'
K ,7i R s G e - 0 '. - %j h 4 77 c t c,a) 4, -r r w 7 e g-Y a Q 'Ej
v. b c 'e c q
R 6, 3
5 e
e S re ts ic g h n e j y ~ m w raz mvt be ci er e cc-~ w e P O rO I y l Q h.s a s i' M S $ C ? J 7 z CC e 3{ I'7 7 ( 7 >% a y n e m m ':5 < 'I E 8 (Y , rY C C 7 ~- Y T ~ (, p' p e z -% p g .-r ~ -1 5 N x ~ 4 8 9 6 -+-
I } f i, i. l 2. T 8 t *I [h B-y 7 1 n- / w7 D ~ (p . 1 O 'l NO G S N O K IW - RA A =L M R E DS R PF A M I l R 0 EB M .l U O% N N G R N - EG IWl N lI R$ A AH !l f D fo d ~ -'D l { ia T) V n N w O l TI S A K R V R 8 E A L M (4 E E h / R E C B U C i E v l H l 1 4 l d. h l I' N dd 7 A 2 f k R k l 1 3 O i R EB l M k )G U O N G R t )c ~ I E N ? b V G D N s l L A I U H B i ljlf I 4
e 2 - Y. N 4 i
=au.
\\ O J
xq 3
sy o sw m \\M ew to c9 3\\ 5 5 i = 4( 2 4' I N %T 4 e. e N La4 .A l oN .g zN Q v e s e m-E >' d 3 z 4 % 5 5 i i l i I I k I l I M l i 1 u l I I d'< i 5 I 'ss m. 1 sm l e i W A::::: < i w J % 2 1 i WD W l } n i s. c S e e s i g s W { l m j 1 .y - i i l I 4-N. i i j 1 M i 1 M< W l y~. 5' % i ! 9 e m 3 O.Q 4=- l F F N i i w fj st i 9
i. -Q i
i ~ 1 y D I h 's = % e I Y I N d 5 E N 2 N. I i C; tr E i 'k M. C' '[f i N Cj C e = l 3 1 fr A y-yO.$ $ D .A Q q' q lk N N N =. ~ i g e s-i 3 \\
FT e N M o I M si g s b 3 u O2 0 m 3 12 3 4 4 2 EO ta 5 O. 42 W O-2Z Z O E E O a 2 I m 3 C i t i ,t i i i I L 1 l } l i 1 i 1 e i I { \\. I i i 6 I i o ) e p e i l \\ x I i j m l I uJ 4 I i 1 J I I i I. i w W s l \\ 6 c i g3 I g _( i i i U i a v I l M k i e
i. w-]
i i i } a i ) i l W w t i I t
l V.
N~i i i 1 i. j a 4 i
==
I y 1 { t ejI j i i e I . *e k x a. i i m .- ? ~ m cc. N.. - t,,.2 ( w n s, f( th R ^ e ~ e e ~ 4 ? 1 s' .'N s4 s_. N \\ ~h h g 4 , N i -s 3 N ~. e' N - k N. c s ~ = s i c { = 4 0 O
6 e b d 11 n O ~ uD s >w m-i s 5 =* %T = _I E t- \\C 8 7 n s. D e i b. a o x l 8 e 3 >( 2 4 ~ 3 g 4 I _Q w w sg-C ~ XI iq e "- 7,' Z %,) M h 1 m s4 5 9 Nc e x ~e s i L2 r s o m 4*, hN 4 4 -4 w C_ " CF 2 w 6 Q s i a J l g. } Lt7 9 ? E 0 ~ a g i N 5 4 .l i+&m& ) 4 9 Al +45, m e' @s 5 n a> 9 9e i t s s e d i mT ~ ~ x 5 y; et P h D Pi c i; w a$ N O c P Q P 4. i 'Et D qm m et ve E 3 i 3 m w ~, C 1". ~ s z '^ (( f (7 (r (% l y [Y (*C (e, pr fC fI pI CD % 4 "~ E E v C o s N CC wk em z Q w gA g Q N q N ~ m ~ a g t 5 = l c 4 4
e e a~ >f, 4 D~ N b% m NA 3 E gN m g g 4 h <r 2 e k(r 5 w A< s D$$ % :rx O k i-S' 15 6 5 N ! M i, gs, d e -3 t c ~ E ~ i) Q I) s v r t Y Eh M s@ ~r G 3% 9 d g m I.. n E 4,n ~ a u 3 x . rk F1 W i m ~m gs As.D% t M 5 % GW t 4, 4 m w G$ N E T $ ? Y 4 v.a. 5 l4 l i ys m,v e = c.c ix = .S i 2 c ^- s v s. e .b,% l
8 Q
N Q %e N l E, a~ e .h 'I
i l
'4 b.s M ) i j 1 ~ e 6
't y cc eqQ*
s m n c n th t I i ^ A,, .a M
x. 1 = p -... - ~.. _h 4 _N 4 iT 5 >~ a sk% I ed. I
r3
' -a k E Y $ = 3 e c $ 2 = e 6 m< r 3
2

e. m b f 4 =
S 7= 1 2 W N s a E b d (h -3 z E I C. ---. & w s ~ 3 A s- "~ c. C T 2 7 g s l w m 4-f e% ~ l 4q x z s,, s~ i v e f y 4 k J 2 5 F W w T F y' y/ w 1 C i l l k 3 NA s~ 0 \\ Q l l e c y ,L M ~ I Q 'ET k E Y {5% 3._ 3, 5-y s ~ %e s e s > f'" 'k t-- ~y e l A w. s..E f(. D D O %s tt tI cc \\(% v 4 v.w w - .s I / ~ ~. v c\\ = N q b fO fb k
1. h
( b ( f ,Y, e g g 9 9
--~-- @ .r +, ,, : r
g..,. _ _,
.--. e % e i DW _ a_ N
~
0 .m7 ~? ( b . c-g'c sh 3, D, h c 4 2 ~ ~3 w 0 g Li' G <m cc I w Ch,e s Si ~ w e _ _. _ _.. _. _.. _ -Q O. .N N 4 = 1: s I E ~ n n = -N ip .= a 24
JE l
l s \\ S a = M 3 i l w w 4 Wg c i y ' i A T se n n 2 m" c-h O! 7 u <= 4 m g ty Q h 3 O P D P D h, (A f $ 1,C d P g I I 'F m y (r r i s g P cv cr rr r ce r m er cc rr r r cc cc cc g a
-.V== b ww a M.-- _m O f NvD E,m E 5 . =< g LC E <3 2 x mg @r A k 3 5~ g ( ... gk 4 ~ W 4 C 4 O S 4 ,c 4, ~ 7 N 't
}
m 'n g ? 4 3 x w = 9 4 i i 5 Ws l z d';- 9 s' i l A-1 2 4 l 0
^
^ l i l hb 2 D N ek N m m e f i s g e k ?. W S ,5 l i D a e n 5 .l i e 3
l e7 J M" s
i J 5.~ 3 7 i 4d i g + 4 e i ~: s s ~ 2 k M S.W..s Q t r n w C -s m d b c ~ ~ If 6' C 'A Q d 5 3: 5-Nh e _.M k h ? th h 'l n 4 e -..Wg f A I r* am w .L ..)D C 4 't n. L(,, I
=
.y C rr (r er r. Or r rr (r fc y,, m er p ,F ?c F y c('n r$ 3 'c le p 4 4 4 4 4 SA 5 ri c 5 x
we= 6 &69luB-h a 9Mh e eGM
gW**'N-gm.ee g.
O e W '+ i-( o Nw .D 9 gI 2 E =*
a. W
<2 ( ., o. S Y w n 3 N @* S = 1, x-s E( 4 5 I 5 i 4 W T -c g M. n ~ k k h aN h, g i e, a a, a -,s e ~ 7 D Wk d l k N, s i s e $y - as l -d al q? > g h kk & h h k k e m W s.a s
s cj CC,
e 3 O ^d k k l M $g t t 7 4 s h M $h i N ~ i c ~Q g f 2A s ~w % % w w s s s 4 s- ~e ~s c :rr c - ~ a ~ a g ~ ~ ~ ~ ~ ~ 5 e
~nn_ A ...g.. a \\uD s gbn $Y 0 m =* 3 n-3 s w 3 &43 ( N = m E z s. 3k z 5 2 e 'O . ~... - O 4 % l q 1 We w G3 h 6 e A 4
f Tff M m
e n, s w r m m O!"y % eh T 4! w k:: <i l 9 c a=ce m. 9 'c d '~ 5 e t 'E a k [m e p; e = 4,r. j q-4:.- s J g Y. [ 5, M-e'4 Si $ 0 .y,s 4 e s o c-a s (% l Iq( i g.. bk. D c s 2 i wh E l s l b N 10 .m p pr r
h,? (f Y [Y h ^'pc,v%M D A
A M M c -- y F s x m n W Yr ?C YD s? Y k (Y U (G Cr, cr g g w s d \\
mapphies
W Itl
~ 3 - --- t g 9 n Ik a ( 5 ~ Y f s~ t 4 d g 5 t' M i k 4 ^ 2 3 N ' y M = 2 ue 4 C' Q 9 = l 1 .o OM s Z% g h( C 3r* 1 E 4." g l 7e 4 T m 9 n Q 'e t? F k k i s : t 4 k 5: k h,i m,g$d x 8 = 8 e s e e mg < s I. g .i t, c e ( 5l 4 4* k M d i,, MQ w ~ ~ N N i GL C-M F1 ? Y x2 S d t 7" v< l 28 Den? v w rm a D 2 ~~ & cc D' t 4 .' D ^h cc ^D c%. [m h h f %r $0 I 9 4-v 'O N 7 O O O i8t Ir e cc c'n ce co rr rn oc cc cc en rc j' y y cc 5 I g
= mee. v -- - 4 .. 4.. _u Ek N o 33 M g e c-M s U1 'o', M h E.h 5 B 8 5 8 e l 2q m _-q,,,, 2 1 d n .p d ? i e Y \\ .t.1 o$k C2 1 a o a 1 i o _-_ i h y %s 6 e @+ h G 5 R 4 'h e m a y-was o X C gy U h? *d 'EM, n, o [T% { D 4 5
h 4
3 A i ~: 4 4 @~,<
'd 5; u
E 4 = 4 ~:. J L g ? Q $q 6 G %q Hi 4 = w s 3 cc g a z c D E tr, g
4 w
w 't T N C' ~ C : h h C h 't
NdCR, Q)
T5 ' ' ' ' M I il 5 M i 5 g 1 Dc T
F H,4 9
9 i. 4 9, m l s @ v [sg<kk E k h $eh (, h l t R e .v, a< s,rn g a-n w .. m a ~ C 4 c D w R I,c C y'k'- 4 g p 4 N C C Mh 3 P k ) A b k 3 5 . h D 50kI t g N s 'm g*
qw
.. ~. c- - c oc. y, 3 x w m If I I Y. h- 'I ICj C, hy w. h ( ~ d 5
li e
O
. ~. e 4 M_. s d g = k 1 2 = i 2 E W= l 1 / Of. b .H O b, e = g% 3< s i I 8
4 P
G 2 w i 0 ? 0 = i4 3- ? i @4 m m I N 2 e w %. $ q 1. .a y D' w" 8 WN C l 3 o
?
il V i j 41 N O 1 4 I O 4 } M g 4 N 3 q y Q 4 W (% A c 4 I A~ b h D, k ( c$ I th S i s n s y N d c ar ..,N D y g q f$ k 7 fE 'I D M = m - I L > G 'O (<Q& X % O h 0 k v Im $ $ D) $ U O g = cr rc b I A 7 A-Z N Q. k 3 g N N N TC U.},U S y N I g v s S S
YF l 1 _g. !?7 i, s. b" \\ \\ g D .s S8 s, s 54 1 E,Q s 3 C l' I s l __,. ). -. _ n E s7 1 x E 1t 4 5 8 8 ~ i a s, 'z 5 O l l A Y 'c k 4 9 9 i q y a N 9 8 f 6 s' '( 9 2s n u ~ g l a c 4 I s \\ s i m 2 x t d.= d = D E '$ h ) N O l 3'j w q .n M. g Q v R R q g ,c 4-S. 4 A .I i 5 k l $- j $ 'm[$ 3, M I N D, h,] d $ T 4 e s 2 .hs h-IE) I ~bdD 3 _c. .t h I 5 h M m% s a Q E ~ o .e S 4 's? 3 a rr s ic,g g g h $ 3 3 $ $ ! $ g $ 3 S 8 3 5 3 0 C s s c g O
a,e s. g eM M ehm. g, a g e ..... h.. -... ? E 1el I a l l E 4 s g 5 w= 0.43 t E. 1 s I s aw$ &N 3' 4 ~ W* m \\e c
4
.s k M Q => o y %ew b q h bY N U C T-oT 2 s M r 'q r d,'e v ~ M, 9" D % 'iC g- {$ f W M b k. a s w$C s .W w q v % t 'Q. 3 e g S 1[ $,O f. e w& U m = h-bga5 4 hh S}4 3
s s
Sc o
7
?a{ 'h ' ? k$ & S it mS4g s ar e a e e aze).c G h n4 $ 3 5 'e f g,, 9 a-a, e .e c e m ~ a a e v n h '4' (*, w 'I b M i e--- %d l 4 *1 y iS N N m f \\ \\ k c rr .m \\x N' y 5 m"' i p am a x ~ .v. M 5 m 'r~t .re ' \\c \\~- N % N t,J W N Q N 6 Q Y sa 't N N ss w w' Y se y C
e ,HomH&o - em e-samen. ~ e 9"w e s' .,p see -m
g, a
i il 3 w N 4 W s s s,t = e 4 i g -C 1 W* a.< s ? f D s) O Y ) s 5 t !! % I 8 j t I q N 9 m N t m 4' 4 'G 9 m r d i 't! 4 h" 7 Y Y 4 'M.li ~ x 2 c.z ~ N-Y,I I h% h eq > 3 r s 'c* l " e 5 3 0 c ce g a e ya e: 4 w e x a o. 3 e i aN 2 r w g i O Q, O r" m@ l w w c D a b 'o .c . t::- \\' r ~x k M mk N
j d, h h
1, Mb4 1 js d $,[r 3 ezwP 4-e w e n a g ? + x 0 e T4 C e w p - w E fS $.c .h k...$. .k $ 5A il $k $m $~ ~ nS t e 6 c~ N1 8 h ) es s s s o ' '%n.c' ~ s N
k. ?
k % K W Q Cr.,q Mc. '+Q Q T' '~ y M x Q k. LQ ~LC C 'C f d,d R 3E e x x ~s c m c sc_ ~s a ~- ~ ~ ~ ~ ~ 9 9
f-e.m i v-
g i u!
~ l' i[ 3 2 8 2 N i g = 3 S e l 1 is 4 bk 3 sh! S, ,1. .W 5 C t E d Il k 0 1 9 m o e-k* ~j 4 E c@ c N = m4 q n b Jj a s ] g W"4 t b km ? O s eg $ b E $+ II (m<% 4 S 4 l c m a e I e.-J me = a 1 e-c m K N Z-x x ~ w w $ $ ff D e t s g g N s 5 g D" ? 9 l ? 4 dm t t a s f P t 1, S i a 1 4 <#4 a s, i 5 J 4 2 % s e 6 S $ .S< -d @ h-d Ik E h, b a't e z k 3 >d, ce s .g ~ e s 93 ~'1 @% F
d*
v4 F; .J 3 C Pc1 e+ 2 ~ xs 3 ("% Z c' (- g b t'[ c-p rc 0: cc.yC - q x~. #. w pe s' ,c ,<, Q M W :Q Q 0 3 s' <O x v ~ x s ..+cc f 'sc w '" N ss ~ ~ 3 g.r? ~u ~s: s-g
. _ = _ . _.~.. ~ m E -- 'ht- ~ e E,Lh ~ .3s E6 c-6 gi NV h 5 sm y a. k43 M. % T S $ 8 - -mk. 2D 6 4 3m% Q 1 .,+ .c ,l ml W l f Y o'e e e 9 3 0 m 'A t
9. Q l
O m e ec w c 4 ? 0 gt I,. ' h 3-b l M N I %A k ,Sk q m 2y 1 ; d' y i j Y o i \\ ~ M l 6 - l dd h ) @5 6 5E 9 M G k h k( s$ 5 e f.w g-y " g ..t n ~ ? E i h { %j M '4' ':h 4 OE $ Q~ ~(, (~Tf 9 A-N 5 x. 't g g ~ ~ ~ ( c6 x s ce. cc e. a l g y
...f ~ -=~ N NN E 1i I 4 2 8 y %2 'fs -L 9 = 8A .E m i = gN 3< s i E l l l 3 m $x g p i sR i 4 i. e~ a e W m x i I 8 2, j l <4 e C 4 l J a f N cr a s 9 4 M 7 O O C
qC ;
y Q d 's s ( 2 Y k Q f N Nk f 1* j $ $ $ k ! sl @ @$ d. E $ ?R c?
f zu Ed 1A C 1 gs EN ] 5' g 8 w= G. 1 3 (< .I N 3 o s 2 g C A s s 5 t i -t I i 8 4 a 2 h l 5 a .i x w 8 4 't S I 2 s y j i ,0 7 I Q 'e t st w m i i h h Y h I w c<. < 'x g-' v i q 2 t:7 D' I l { I W W Y, Z t l 1, ) C 8 Y,,, p'J q;. .: i o tj 2 2 41 s. "g 5 n e i 1 F~j i 7e e?l d._ c 4 e ,'O{u'l y% 3 ~ >s c ~ ,e,j 4 q dj b. y$ [j k< 7 4 'j c t u, e 'r'j p c N.' ;-) 3 w u y X .'C] 'c [Id N l M. P D P h is} W e, y .s r4 ...a, .c ,1 Ds = D 'id C 3 .;J s s i,.-' ( Q N g-p s a. m s ,k,J h. QQ -5 & (( $ Y ' (f ? Y 'h', s..' fo* ~ Q 3 N,, d.K_. m('ri' p \\ 3 % fr' Y $. D if (I. F ff 'cC r, 3 1 s I e e
1 i y a Y auV $r N 'd.. N S J gN a e dr 3 8 I 3 w e = (, 2 3 7 D Y ec 4 b a kn e 'G 6 'a 2% ~ N 2 Q I g (i 3 O t $u'N ' i,h l.% e n e w y Y 5 $
o. T Y
4 = a; er y, k ~* C ~ 'g b 7 'k l h hk HT E $s $ I.$ '4 S 5 M I s d 0 b\\r n c c v ~9 3
3 w
C T ri es Oj ,a. J 2 C "e -H *. A p k I h ),# c 1 N y ,g l k-~ l i i U 54 r 2 i d i's-a 1 ', f.j $e 94 i '. s i i 31 R,.- -s 1 1 .T.>, s . ec 28 tt _5 Q l!@$ e i 4 de i e v i A );!h hk I N ha $' r$D f l e M 2 D., n,., l ( % N b ' k( 'N f. I' b-N k fe# + l ('I 3.,1 ig' g i P D' D 4 'pi. *@ei r,. e .c e e e c E dr iY cy 'p s er l g,;g4 g + a q u-1
q s
6
3m.Ge4 + m e 6 Y M.- a g 3 E ?s i, s4 u w d = 1 a-v 41 s 4r e '9 Y< 8 - . C' 5 y 3 e i Z% q d z 4 4 \\ Q: Z O NN ?4., ~ N '#1 D b f ? 4 s r s : .=: 1 5 2 + .Q p .:17 a, -:s =,s-z ~: y Q t, Mk f U. a-N - 4d s -; 'N' e ei. w ut "c N De N 7 C l ~ = g g> g'., { .< 5 .E %~ . ~. t w w y M.. M t w e wE e .C y .J 2 M M en m ,>A a=- 5 ',- 5 A q
't 1
'f a ~ t C a % y 4 ? t y f g S 01 ( N ' h,' ((Q-4 f e re _g,.r. 4 s a.J a.. . v m er 2 y d.* <d 1 f ?N P Y 3 N V.- / p / r P ^ 2 ,c a. c u 9 : 4 + 4 c t .c t I /- ? V g b 'r N 4 S< 'L U ' $ R I,L 8 g -. e i, o. s J L C v o Q ' c. 3 ,yQ h k; j 7 'f I-- .? U A C v 8. 5 ^ = h N f ( % p/" C4* 5 G a V N %o oc so E c ~ -y I" Q P. x@ <@(06 _n e >e ? ~ e (s ~<~ f f 0 c.- c s 2 = D ~ Co Cr y 4 ?c o ~ w (c w a 3 q s 'N N N s .m N .e 4 0 =
-h> e eBs + e swW= h eM e=s - - e eM sw ~ mA, IL, o }n s s g B 8 w* a. 42 M i = O .N =
W J
8 f 5, ,,7 l 8&
en 8 :
D' t,, = 7T 'C E ~,% if } ( = l Y 5 gW 3 8> x
Communicati@ns Report AL 6 i O. companr Texas Utilities o Telecon m conference neport J N 84056 Comanche Peak Steam Electric Station De Independent Assessment Program - Phase 4 6/19/84 9:30 a.m. Thermal Loads on Conduit and Cable Tray Supports G8H, N.Y. Partecipants. Peter Huang G8H John Russ Cygna Required item Comments Action By
Reference:
Conference Report, dated June 5,1984, P. T. Huang. B. Hess, and J. Russ participating. In response to the request for Gibbs & Hill's evaluation of thermal loads on conduit and cable tray supports in the referenced conference report, Mr. Huang provided Cygna with the attached response. I I h/ /jy /ms ' 1 1 d Distribution N. Willi Wade, G. Grace, R. Hess, J. Russ, S. Treby, J. Ellis, S. Burwell,
c i 4rce2MrD: /1W Dd June 13, 1984 fe'M7## ~ hM. CYGNA's Question Provide calculations or documentations on the acceptability of excluding thermal effects in the design of cable tray and conduit supports.
Response
FSAR Section 3.8.4.3.3 states in part, that under factored load conditions (including Ssz loads), thermal loads are neglected when they are secondary and self-limiting in nature. Thermal loads, if pnAnd to be secondary, generate secondary stresses. ASME NF-3213.8 states that secondary stress is a normal stress or a shear stress developed by the constraint of adjacent material or by self-constraint of the structure. The basic characteristic of a secondary stress is that it is self-limiting. In the same section of the TSAR, under service load conditions (including OBE loads), if diermal stresses due to To (Thermal loads during normal operating conditions), are present and are secondary and self-limiting in nature, the allowable stress is increased by 50% (1.55). This increas J allowable is more than adequate to compensate for the stress increase due to thermal load. In response to an earlier AsLB question on thermal effects on pipe supports, a report titled, " Evaluation of LOCA Temperature Effects on Pipe SupportW'was issued on August 26, 1982. The findings of this report are applicable to cable tray and conduit supports due to the similarities in support materials and supeort configurations. The report concluded that the thermal stresses ans secondary and self-limiting and that the ir. crease in stress due to thermal load Ta (Thermal loads generated by the postulated break) is small. Note that under service load conditions, To is used in the load combination in lieu of Ta in the factored load combination and To is much smaller than Ta, thus the thermal effects from To is even smaller. In summary, since the thermal stresses are secondary stresses and are self-limiting, and the increase in stresses due to thermal load To is es11, we properly exclude the thermal effects in the design of the cable tray and conduit supports. / 1 ELB/PTHigw
r d ,,-lvs. hs hlds ! lA' '/ b '. e Report Comanche Peak Steam Electric Station Evaluation of i LOCA Temperature Effacts on Pipe suppot s August 26, 1982 (Revised) f Contents Page 1 to 5 poport Attachment No.1 - Thermal Analysis (5 sheets) Attachment No. 2 - Factors of Safety Load vs. Displacement Characteristics Attachments "A" to "D" of Anchors and Welds I Ref. FA - Back-up Test Data for Attach. "A" (1 Sheet) (7 Sheets) 34 - Back-up Test Data for Attach. "3" Ref. F33 to F (4 Sheets) Ref. FC - Back-up Test Data for Attach. "C" Ref. FD - Back-up Data for Attach. "D" - (1 Sheet) M.A. Vivirito F.C. Charoglu t i o 4 s e e e a e
8,e 9

eee e
w:- - m,..w - IteCA TEMPERATURE EFFECTS ON FIPE SUPPORTS A pipe support structural steel frame of any configuration, subject to a sudden environmental temperature rise, would expand freely, in a stressless state, except for the fact that it is anchored at several locations, to relatively The magnitude of the stresses in cold concrete members. the structural frame, and the resultant thermal loads in l the anchors, is a function of the flexibility of the frame i between anchors and the flexibility of the anchors; the more flexible the frame, the lower the stress and the lower the This is analagous to a resultant loads on the anchors. piping system subject to a change in temperature; the gr resultant load on the end anchors. In reviewing the various pipe supports inside the containment, the most severely stressed structural element therefore would be a straight structural member restrained by anchors at each end; such a configuration would tend to produce, under a LOCA temperature increase, the highest stresses in the structural In such a member, and the greatest loads on the end anchors. frame configuration (straight members anchored at each end) the thermal effects on the member and the anchors will be governed by the following factors: The cross sectional area of the structural member 1. The length of the structural member 2. The " slip" vs. load characteristics of the anchors 3. The deformation vs. load characteristics of any welding anchor plate is used to fasten 4. at the anchor plate if an the structural steel member to the anchors embedded in the concrete supporting structure. In reviewing the various pipe support details inside (3) representative containment, we have analyzed three (for LOCA temperature effects) which are typical supports upper limit " composites" of various support elements as follows: Structural Member - TS 6" x 6" x 3/8" case la 6'0" Length of Structural Member: Anchors: Four (4) 3/4" diameter expansion bolts i Weld: 28" of k" fillet weld ? Structural Member - TS 6" x 6" x 3/6" Case 2: 6'-0" /.- Length of Structural Member:1 " diameter Richmond Anchors Anchorsr Two (2) s i ( Weld: None i 1 .s
t !. Fage 2 Structural Member - TS 6" x 6" x 3/8" Case 3: 6'-0" Length of Structural Member:3/4" diameter Nelson Stads Anchors: Two (2) weld 12" of 3/16" fillet weld The preceding three (3) cases constitute an " enve ) (3) and length of structural members, three Attechnent !ic. 1, and minimum and maximum welds (or no weld). sheets 1 t (3) assuming a 210*F increase in temperature for these three cases, by graphic representation. The method of performing this " graphic" analysis is as follows: For Case 2_ (no weld) Step 1 - A graph is established with " load" in the "y" ion. direction and " displacement" in the "x" direct Step 2 - For the structural member, the zero elongation load is calculated: or " fully restrained" load PR P = g x 210*F x E x A ( R 4 Where: 6 c( = coefficient of thermal expansion = 6.5 x 107 inches / inch 6 psi E = modulus of elasticity of steel = 29 x 10 A = cross-sectional area of structural member, sq. inches Step 3_ - For the structural member the zero load or " free thermal expansion" at each end is calculated: 1* = 0( x 210*F x Step 4 - The straight line between points determined in Steps 2 and 3 above represents the relationship between thermal load in the member. Step 5 - On the same scale, the load vs. slippage curve for the anchors are plotted (based on test data; see Attachments A through C). Step 6 - The eguations of equilibrium for the structural i l member and the anchors are: 4 L Load in the structural member = load in the ) ( (1) anchors, and i c
,?,. Page 3 (2) Elongation at one end of the structural member = slippage in the anchors at one end Therefore, the point where the two (2) curves intersect (structural member and anchors, load vs. represents the magnitude of displacement curves) the resultant load and elongation of the structural member and the slippage of the enchors. Por cases 1 and 3 - (Intermediate weld between member and anchors) Steps 1 to 4 - Same as Case 2 above. Step 5 - Plot load vs. slippage curve for anchors Step 6 - Plot load vs. deformation curve for welds Step 7 - The equations of equilibrium for the structural member, the anchors and the welds are as follows: (1) Load in structural members = load in anchors = load in weld. (2) Elongation in structural membe- = slippage in anchors plus deformation in welds. f Based on above, the resultant load, elongation, anchor slippage and weld deformation is graphically determined. The above solutions (Attachment No. 1) clearly illustrate, in a graphic manner, the self-limiting nature of thermal expansion For instance, in each case, the " fully restrained" effects. load in the structural member is 319 kips. This magnitude of Icad would be the resultant load that would appear in the out-that does not put of a computerized analysis (such as STRUDL) consider the " relief" mechanism that exists via slippage of As can be seen by the results of the analysis the anchors. (3) cases, the actual maximum load in the of the three structural member is 39 kips, only 12% of the " fully rentrained" This results in a maximum stress in the member of less i load. A very small ' slip" in the anchor of about.043 than 5 ksi. inches reduces the thermal stress from a theoretical fully restrained stress of about 40 kai to less than 5 kai. Another aspect of the self-limiting nature of the temperature increase is to consider the maximum " free expansion" of the end of the structural mer.5er, equal to only.049 inches at system. This is the upper bound each end of a symmetricr? displacement that it can apply to any anchor, regardless of l l ( the size of the member, or the number and size of anchors. Since the ultimate slippage of the typical anchors used on l [' _ ;,y, pp,. r.. ' -m;...;.,_..,,.........,,...
.___.._ r ,.,_,m--_.-----. Fage 4 ~ s the project (see Attachments A to C) is much higher than .049 inches, thermal expansion of the structural members shown, due to.a 210"F temperature rise, can never fail the anchors (or the welds; see Attachment D). The results of the attached analyses also illustrate in this case the gross error in treating a self-limiting thermal load is if it were a constantly applied mechanical type load. For instance, if the 319% iully restraini,a thent.a1 load that would result from a computer analysis were used to design the end anchorsi the following design would ensue: If 1
diameter Richmond inserts were to be used, with an allowable shear load of 25k each, 13 inserts would be indicated as a design requirement.
Actually, the residual load in the member is only 21k, not 319k, due to the relief caused by slight displacement of the anchors. In any event, since the maximum. free elongation of the member at each support is only.049" and the ultimate displacement (at i failure) of the Richmond is about 0.40", the thermal load in the structural member could never fall even a single anchor. A review of Attachments "A" to "D" indicates that this would be true of any size or type of anchor, or any size or length i of weld; the maximum possible elongation of.049" is much c t less than the ultimate displacement of any of these anchors or welds. To attempt to defend a " brute" approach of designing for the full 319X fully restrained thermal load, on the basis of conservatism, without considering the self-relieving mechanisms that are present, would be absurd; it would merely indicate a complete lack of understanding of the self-limiting nature of thermal effects that is recognized in various sections of the ASME Code (i.e., NF3213.8, NF3231.1). ~ g e-- n,.:n In Attachment No. 2, factors of safety of the ancho'ra and ~ . welds are calculated, including the effects of temperature increase plus other normal loads that could act concurrently, since the thermal effects are strain limited, the factors of safety are appropriately based on strain rather than stress. The minimum factor of safety is 3.0, which is more than adequate for this load combination. On page 2, paragraph 4 of the supplementary testimony by Mark Walsh, the statement is made "where in any design criteria is an engineer allowed to yield on steel?" The answer is that the ASME Code allows all secondary stresses to go beyond yield (for definition of secondary stress see ASME NF 3213.8). ( e + .,/,,,,,,,.,.,...,...... ? : n,,,,,:o 4 c. t _,,,,
l r 4-J.! - *.
r.*s.
,.,, ',,/, p,,,,./, - s s s a
f.., T. ', ? h
!.~,.. e
r'. -
, f... . o.'.-... I .f, +. .m,....,* { '.~.. u - -~
Fage 5 e On the same page of Mr. Walsh's statement, paragraph 5, he states "when steel heats up, it will expand, and if it is fastened at both ends it will either buckle in the middle There are obviously other or-shear off at the ends." the possibilities that Mr. Walsh has not considered analysis in Attachment 1 shows that the residual strasses in the' members are low, and the anchors.will not fail. In regard to buckling criteria, any buckling that may be induced by restrained thermal expansion would tend to relieve the thermal stress in the member and the deformation would be self limited. On the other hand, buckling caused by a mechanical load that is constantly applied is not self-relieving and the degree of buckling could be very high, leading ultimately to failure; this would not happen due to thermal effects. Again, the basic error is in considering a thermal load to behave the same as a mechanical. load. List of Attachments: Attachment No. 1: Thermal Analysis of Cases 1, 2 and 3 (5 sheets) Attachment No. 2: Factors of Safety-Results of Analysis Shear Load vs. Slippage - Nelson Studs Attachment A: Shear Load vs. Slippage - Expansion : Bolts Shear Load vs. Slippage - Richmond Attachment C: Anchors Shear Load vs. Deformation - Fillet Attachment D: Welds i. f I + k i w .-1 m ,-9 ,,y-y.m%,,.-e ,yy y%g9_-gw,, - ,ge---g-w.-' wWWWnwve=- ev=' www*-**'hwh-*w m--- -"'-r'=:-e*
a--=
- *^"" "~"*'
t ,,.~.. s . G ib b s f.* Mitt.Arwz. JobNo. 1%"3 CEent TO$1 9fM - MotdM d 9Mie m Debodo haindatinnWmber WNo. 1 of 5 nw asm an one nm com nm M _t X ~A 3< ~A X one nsamen w hepaw Vrry RM T. D-- Due elujn lI i, = 3 _.l l
I

I i
4 T lY.6S IOy). Det S.l S. *. -t ....l... -. m.., g TS 6 r G r g. g. r.., m a
);;;, ---
6 g:L. g--..Eleva.hcm - _.--..g J.4 ! C4:4.S*.-2. 3 g ~ ^ _.q .~ = ~ e - Cise, 4. c..- c-3; ty m. - %: cw -,+. + gl /-Pt.e f, lill i i t, il .i i i i! i i ! I ) ij.i l l i i I t 't i i l 1 : ! l ; l l J e I i l l 8 l i.' ) - i l l - RG. cov>ee_ L h G.O '.TS.h t S Q Atee n_S, CBm. g .m ~~~ i if b1: $ kW,35; N I il b;g } l i I f ' fj' I i j i i l I i t f l i i l i! i i. O b fE w O W.'_b Y bt1V) l Y k i. -( C7uwf'i. s' 7 t .t i j y io I 8 I ! I I iii8 >l I I I I J. AWlMll b Y Mtid ? '7-fMihWD - OM ~~ i l ~ l ' t4 lwEM I' l l l 4 + i I
6. I i i. i i
i MhD.I S'"_t _$4.35d.___. 14b l \\ )i ( _b
f. m
i a
iN UZi '-i 7 W&,& d
j 1
i ! I i i i l l W.h}lppM~icAE.Wov6iih.-Skhyp-k&d g6*t M4 'I i ed-lMindt'rM W-%dt i l i1 1 I I I Ii -- _.i l' l 1 F-166,7
CheckingMethod# ['M:32:'*-La~g.. ~. -. ~- ~
u o 77 -r q ,._, 7,7 - - - _ =. _ _. - _.,., _-, - wm
i ..-:.~._, .. = 1 z,,\\ l s JobNo. 1%3, Cnent T*v q i knibbe B HIII.Inc. cle,*wo.# rawcah Attachm # 1 SheetNo. ' 2. oP 5 h-w =.w..m c = o a = >[ X = 'A" w w X M \\ X I ~ Prep.rer pa fingi _( a l C-De<c P h sic 2. I l f i I i ? ._ _. Q em etod..._..A.u.va. t 1... __ _ _.i I - I proco .3..- of Ts I", sk y.:(tJ.0(po} ' % = E p/8 A p W*f . cs x io x 2.!o v ig2... oe *. op a y N =.K n 2 b___..=_. Ar._t_. . E_ _ _t\\Y vbt. vWhaNvud..LoM W w,,Qxto% acat .lg34.y - y,._A 5-hE --J *g. 0 g'-x 9, -q .._____m. V , 4. _ 4_ ___... g191 ). -__ _... ..g.,. t 7hzakh.t 1.uf Thi TS styut. vnesbw 'us.%dwr_.&Q -4.___ _he.is.g(Tay.. E x . _._ 3. _1 (dl.e L _ f "_ g" oT ,i Tuw i C_g g _t k =. k e. y \\.._ D_e
u..
8 l g-l L j _ I i,
..; ~ l _ _._P_*_g I'd M Ii j _
\\ i !i- '{
e. _2# ***dlil d g&
\\ 5 9 i iI 6 \\ i \\I ! J t ,t r l i \\1 / ~ ;N . i i i 1 I i 'Vi_ f 1: Fre d% M E A To( ., ;4 'Y jt b i! !
'/; !
t .4 : N t i 1 o I ! J.d 1 I ig', ~ 95-M 'id d@ i iI i' 's /,..:....: 4 .-f ~ hiltit( -7 i 5 jl- -~ / . _ _u_. 1 i t i ~ ~~ m - _ e - I i ll 1 : 'S t i /) i i I Ii I i 8 l t ( O.i ' /i ' !Ll_i ! <.'.,.,, - e_- t. N: ' i ? J,,,, . _.4_1 Nrkt 'i i i kM j M, 4-1-'.fi g j E 3 i. l f.., ' -.h:- d iiI l 1 ( t. L. 2. L p3 6 i i_,miI !,p' f k,m ,TI1 I di M.1 lb fghylg,WL1 / I I I s: i _. e g'l F-166,7a i I l nr< t l % CheckingMethod# 1 i E;2d::::l=.m., f e ammum sumanardamn.aneeruaasr e4%emuuspregegnanarWumana en s . _, m- ._mre,e.
?
~w k ..Qo. ykn- --~m..,, ' ' ' '*qW.& $ ;a,'.h*y6.{'i,*}' ('l): a r
F ,ia,,,, a wri. sne. Job No. UU N t ga~-- 4 jp u ma =<=* 1 - s ne v, F. c. =g p g s CgouwonNumbw ~ ~ a., ~ ~ l 33~ x x x ~ ve# e nut we e h e'Ir1 y __ = ..' !_ _ 2... : --...-
l-
_.l. _ _ i __.a__3g.L s pc.iFi c, ce r>W { ~ ~ [ ~ h.i./ 4 g " p B / >i W 4 2 s ' o { i t @ _ = y,, E b' - h
N. _ _. '. ~.. Y _
~_ '.. g g t. a_ _ @._Aed wa eT W 4- '.16 M5Ed_. 0M + - JSp.s_
$- ". g5-- ',, cocS.
O-h]._ AI S C, $,r,M*" ---- = ,g. , cay ,ogog_ .2 0. 1.P - s,. - p*.A, tj.ve h. h.2s)._. ww. yg e.; - o"g #
j a
M M.fo a..J.E, . e % g g,","".2 a,.g l 1-~.~~ _ ~ --f2" Af Mb 1 51 goo.. w.s. = x.
r-
.]. i & _.a.11 _ w.s ch N (.- ? b. _0 -. K' __~ ' QL1' i CAWA--il 3 *g y Q Qu, sfe
1..
2 F $50..
\\ j _
- Thw.s :- -P -$ le 7, i I . _-. ! \\ himE6@2=. 000Nt% : Di_7~~ l ii ii e,1 1L_'e.17 n p.4 F -4 i s.es i . Ml l: t ~ ~ - _I - _.__.:.h.. { . I; I,,6 {pg, gg 4 gee Ag
4. +4 5 =.c4 X r
-z i t-Mi - k. s \\'I i i i il i b I I 'i ', ', il ! - gm..cD64 i d - A i I ig ii hi. L. i n h. ,, e t i so-iI 'i.M - -- p' T 1. v _tN d MP I t i I;.; ,y s i r _- t > r._ _ __ _. -, i. o ,1 i tii E i .~iiiIl.I~N1-liI'II i. b., g5 -T ,j, ,,.,ie q-i 2 2 i<, Sk' C! A$5 ' '. l, ,c 3 !
A S
g g r w M,, d M -i i } P I j [ j. ' Jt 1.L L p t ,.m.,.. %.-.p,.www gya;m' w- '1 i ttr-r k I",'II a-
s *p k h b f~)I N k.$~
t f p. E i. Esifs-=. s-
pn. w.:,,- g. yY**[D.O n orc. -Cw 2 v SheetNo. A d C 5 CalculationW w4-4*&*O O we enun L -- -- DMi E I' OIL 4 11
I-a&
cih'C. h _t _,. A. N. '...' '. -...-- - - - -- d _g-Gf. M Q "i ~.__ % s.. : b ~ y ~ ~~ simhac eAA-W# ~ { foy_ N TCovM. -.4-lu, q W vedtA4.d ~ &K --II4 ~ 450' Ms sun m-imiL--Mow w 'F - x... _ W \\ F,. hUcuG Q' v,,Q; A;y & - T k I g -s, - - I -- - ..t.... 3 i W-g ~~ ' i A A d E 55,i,5 - t g y \\ 3 i .p. tqu. a _k_.__ u _.m., jgf;, \\ ._r C.- i xiIi q 160 i i ..N : i,i 1 1 \\ l I. IM - Ms ~2.6roo f,*, ,, i _,, 1 i \\ l M~Sqs',;; ..I r, I V y.10Mk YS N N - ), l,\\ _ t.-12dC.hWOMd CCNN.# Y j 4 cut teJ. T Er 4'd M i i 'iI i t*- .i f.& ' 04fS" . z. o' o-g -da W 6 h M i i gdA g. 'i _w 6 m M k , M '_Q-Q ~ cin es... Og-i, ,g l ii -)-- I I I i se j!s<, yn h__[, _1 1 '. i I i .ii iii i i i-i i 3 [,j,'j_ l I I *' ^ l 'l ( E I I l,,.lI Ij 1 -- j i. 0* i 1 1 a, ,i g! 'g,,g. ,i I d__. W '. [i, i ,rg i i '_ n'!r pc, i .l% , f',_, - g >' - -TIl J g g T l ' L- -os n.<i: 4t-I 1 a-4: u.a. : ,i T A o M.. AD
W VI l
I II_--- I I g g '> l { 1 - l_.s i i 1 j F-166, 7-8' checkinsMetai* N:::..~ c
d.v 5. ik. W ?.7; G ~. m.z...
7..,..
i s, JobNo. 9 '%'h Ctent TOM 3 am a4 - cxvm* 4 snmuc. e<w.4 - Ce Gibbs S N111.frws. SheetNo. EI of F CawdonNuntw = o = o.e = m x x x x > = a w x ~Properor Vctlo eI t' llc s ~C DMc ruht --- SL - Sw'd Yc -f... e m bl e ~t.'.4..~~.'..._.'-. ~' c.f 4 ' ~ ~ ~' ~..... - ~Ccio<. w - 1;M' p. )Ms, n ..._...... y n,,. -.. g-g..,.... _..... t... . __. S t _. -... P _._. _ 4. ' i. _ d.s _..M ' 3 i A t> 002.. sm . 7. DQ% Q QQ - 1c-- .. cc s _.. oot.-.,. 0 0'2.. p y). N 0* g'M 3 0 _... in J f 2.. _. a o s,
. o 't t t 8_.
a p. __ a Q.4 o o ...D oi - _04A .0MT_ ~ \\ TD ,e i I \\ i., _i i _ j_ 'Jyp. gM._ \\ 4 3 = Ai+@9 I fg._yp,
i

i
..g X: T.ha_mw s e i \\i J !i .3" i \\'._t .a'...M..A.. qM c ~-j e
b h fe.~E-~5Cth dfF' CA*E 1
i il il!'.I 3 7 [I il-
t
\\ M o9 .. ; o..,4ey ; . EnM Y i 8 i iil i:\\f 1 i j ,\\ 1 4 i y Q E l J i j 'l i. 3 l \\ 8 e ! l i l i i i i e j l .? I ) ~~ [ rrawaw. p,,ab a e i i ,isj i - g - --= .- s-- g I4 M i. ,])"... l~. ; o. d..- IM \\ soo i l i It-i 2 I i l\\ i , _ day 3 ).- I I f iM 2 6 i 1. li.,i -J. ' ' : '. --.. > #9 l l [l t[ _ s I _ll l I N _l 4x.f ori' l I ']A j. , I f l _. '", Iil i I o j _ /i l f i t ) I - y_.,'.,,,,,,, ,j,r hI'jh[ ] li i t I I I \\i O As_M ~ **"" ~ l I * ._ _8' %7 spvmp . 't a i.' , i. i v{.'i Fi I M,*$T"L.I J d. 'l. t'"_1 l i.!. fi 1 g t 1 li 6p .L. e l ,,, i i. rr i. / %4v w m 1 fr. o I m g M I in 1 J i i.1 i ci ' 0 s S } g.._.,ctr '.ott.O oW g ri. ,,,t
i. awl 4_ l,sp;_,o',{ '
l c o ..noc Jcs' M_ .oo f. i i r 1. I
4.,,,
M A F-166,7-1 Method # Mh Q m,
m - w.x:3_- . _ = - Gibbs S HIII, kno. JobNo. I1-232.9.coj Cient TUSI-c.P cEs W - -: EvRL UA TfoH-THEMMA L EFFECTS eH P / P E tu,"~e,trs ('.nh da*w1 Mstibor A77AcNMEN T #.2 SheetNo. ns aon y one nw are nw one i nw com nw can. M . f X DC X X X waperor VccM f/2.F#;. t pr.nc e.l ar.tt a. 4 t ii... ...... a :. - / ; .... : L -._.R EFER EN CE. ,. BNA LY 1/,c. RE.su L TS. 7ER..R^<R.Lysic ., p p 7. T. A_ CH M_ W'.'T., M_. .Cf 4 A f E T T..,.. .L~ A C.To R$ a$Y
== -.rzu.s o ra ux mann -ioso s wa r.-<.n s c-r-4^* CUR /3 EN 71.Y'i ~SJh7c' $ - YblF'- RER74RC EFFft'Y3 ~)FKF~ ~ } T A A./ N ^ ~ L I O 'l $ 5 5 Y.A $.~f N $ T N N I.~ [F ] $ F_ Bi1FD xn _s.rzam-,xarpet. r.nnn. Arars s -, r-8s-EMEccs - CF- 'c fHE R -LbkbA"idW1 L L 8 l gewsER pp 77DE*th, T R f f ~4_7 M_. E. ' D ~ ___. _a... _E_R__E.2i i /N ; T_)in f.. THE_Dr'. W/_M_. _.8_.6_ ~ conc /b ._Te_..rsut.r : w we.n swm A.stowest r.- ArArss,ss M N '! M h " 4, g j .g i MFCOh. DEfCstM. To TR L ult. 0FF FACT.O.R.E711AK Ks- ,yYE To,ffy,p
ornEn tat ATB su -
ggppry ME TO
DWy_,
Afppy4 s '_t;9MR:wEm Ne 's s 4LtJ Aond- --.a L . ~.s d '\\ -se. 4 3 g b'f$ $ f $,k Elsew/ZTg >A }-- ff? kW$- O-m YiYaars~'ff*h- !j *? h'-4-W h gu wn wwwe a4,k+, W. WM o+, i i. l mem i., d , w of f */d{ = hTd.,,, y,7 7 -{- fo!' m}g'J. gf'
go3 i er Q.
,c m
,,,,ir
_...,Oy.. ..g 1.u:A,_j.bu - _TGL hG J'ECWka D 5-LZlff $ ' QA REF E J.tM %, 4 rhds,.a 47;k&. 24, h?A
_iYEu.o.
w n 3 _i i. 4 . u-w $ --h-f7/ W,g ~s N b gt. ( i., ij T,. .Tj,9ldA . U, iI 5 r. i i L.j.t1 L M 5.f's/N oh n 9 2 n m 2x M g 7 :-: i i , -166,4a81 F CheddngMethod# '. p1r %.GiM5,$ T'
c. "I'.y'g.;.j -
FROM D3CION DATA REFERENCE i FA NEl. son CONCRETE . Basic Data. for. Attachment A.,,,,gy,g84*T T. e. w...T s a m when an aneher k asbeested a sheer tendins. it essa . l.L s -.e.-esm, - and.f-m enscoon ends in sip haween me eeniert moveses af De eenerete and the mael number. Laoddip eareas E HMHS Sur Wees pushgut specimens are shoem in Fig.13. The dmerulons of the corresponding seud connectors se The 8misure needs are Essed in Taide IX. For sit nine shen h Tahoe 9 along wie portanent stewgth dess. petwnens. the leads are very aloes to the leses P*u The leeddip surves we nonlinser and h asb-mIu b memon d to Imre W. Thus. De stantaal slips et failure. In comparison to the lead dis-addmate sheer Imed for headed anchors may be sem-placement ehwacterimics undu tensile leading. Goern b #w eenw manner as te addnete lead W ki Fig.13 as dashed lines. De load 11ip surwes ashient a M"8 E8 AI-snore yedual change in slope. At loads in emeos.of Table IX includes also loads caseing a slip of 0.1".These about 50 percent of to uttammte, the slips are leger leads were always smaller than the sorrespondirg ulti-een the displacements. Corwersely, et low leeds and at smote arengths. the difference being partiadafy large for te vitamete, the displacements encoed te slips. The type of failure met was obestved in all nine speci-te studs of larger diameters. On everage the imeds wers snens is hereted in Fig.14, which is a peture of the espel to 0A7 P' (for simplicity.025 P ul. eencrete slab. The auds sheared off next to the weld er partly trough it. Some evidenen of marface erushirg of concrete was umatly found just sheed of the sonneesers and a clear space was noted behind the connectors. i 0 g /a*' D a wee - 3ra % 3 3 / / / 7 E, / /. -,r- ~~ I, n nss ,,,.,a = m l hp,; - -C~ 1 / ..... - Tensine Leagog I ..ye- . ;?. .t. .t. us M. SuP OR DISPl.ACEMENT IfeCMES T ** 4.. Tf *. '. . '.s.(* g ~ a FIG.13 LOAD SLIP es. LOAD DISPLACEMENT CURVES FOR HEADED STUDS BASED ON'. TEST PROGRAMS PERFORMED SY THE ENGINEE. RING DIVI 5 tom CP NELSON STOO CO. . v. _ _.,,u m _ _, - --. - ~
se., 6 m Jg.e me e og ge a.e g g me.__ q_ y. e ue g gg,a. 9. II? 1l? l'g =sr v l r lif 5 8g- [ ! I W g I l lI hl! i I l ar - - I-g v h j l e te u-I A e l Z 9
/
E m' I E l es 5 i a z I g 3 H . i g g u l 3 e e 5 l 3 t.: a . n. 9 n l' 11-ll l l l y T T ... A). g. I R .j .,. ?,*: ~ ~ ~ ~ e a a \\ fdix Na cro l wvaHe e l ,{..
.) I 4 ' IA
mS.bo* *'
3 ].g I
u..
?i' w fe eset setti - ss \\ *" soLT-iYr se it."4 sueun awm MEP.ple.9 000 SN.W. !t h BOLT isib' EMBED) A OF TEST REPORT (BASEDON REP Fe4M/ i ? 3 no.v./s.oATeo one. i y.. e 7 St. 84 BY 888LTI ARTI-ENSE5ELLSOeAFT.. j ~;, ag -Ib.*P.,uetwe.."6.ah
,*,',**yHy"ano l ' it
,S'L"*tA hants \\ [ l y T m,. a. w (..,ipWTscM cNLTj ggy,.m g j .h f w on Test nePe=T i M / Descseg.iged,Justth \\~ V9 ualpe av mN LAiNo e to f 1 g$,'- ~ [ [ 3.' \\ Reseamcu 4Devagap i 3AreTT espos.Det. MENT.Massest wAy 4t 'r. - i s,? M UOR D4FCRMAffSe GM T) gg j I. -Il '.. -(enseo om ete.?,Q 2 7 p l R&6 b f b. ^: i s/ - k-a_ g o "/ APPROElt4 ATE AOJOSTtet9(T FCst (1886 SWPN. BOLTS stMILAR 10 esfLTIS i4 f ~ ! ~ ' ', E ,' (9_p L~ I i a sots x venee. h ) J(,,) sin75 $ of TMs [4 (SAseOM REP. Fad !.{ ;;, m j'k.
{ ds e 10 50 do 90 so m
do so I.o eI a. s.3 s.4 33 1.s
- i n.
i k.' ,p. i SLIPPAGE IN INCHEG_ 'Ef[:*-
d*f ',HVA HILTl EWPN. SOLT
. saam wie.9 ow aN.is or Test stPORT NOTE: swpmessou acLTs P40. S/81 OstrEO JAN.28,84 SY HILTI MANGE FROp4 h"p10 lle"$. l ,-)[. lAMTIENGESELLeCHAFT FL*Sd94 SCHAAN. b,t (BAGEO ON REP. Fog) COMANCHE PEAIC i' yggg vest ResuLTs Pom LoAo ??.t vameos 3LIPPAge post Eismee0000 Y l.- soLT Tvres i: Meremem H.T. S. i a g g 23Is ATTACHMaNT *S' = T ~**~~*~ M "*~*~
=
,!1 .Ij{l l! l 'J' 'l J 'C D t AO s ON ? M _ m~ o i. LO W i G R M e P A H S. M f 0 a, C T. 1 I EICS H A HRE N C t %oL Y L . 4,, 9 1 M E S P A O N Y P R Y T y M = e ROT P Y s Y M "P R 3E O F' c T L 8 A 0H F 0 9, O e m t b . a NR mS tO 0 C Se se-4 0 7N Tn o ew IB 9 f "9 N M UeC m-rY (W m G, D A *L P M s 7.,'S - 5L O EsA o l B l nA hO P. F O SLW 3 u~ l I I o o. tL ON O J*3 9W C e 3-pi TL S d Msw A 2 SO
4. J E o
u l aa UP f T
l. I 0
Tse e a JL M B l2 V W NW 6 Sn m i n = ,t Ee c =a I r A e_ 4T I1 I.E r = J a AA PTS P_ TvS T 7N S OO s_ S S A I N WE. d R M DI S I TT M P O S s' A H _ n H R m DU. O T e C F o I y e O M'- C S s b H) a) _ w N = e N A Ce ct Ns ui _ I W_ An X, A A at MC I W =R N. E ,e ee TH. E R I vS _ ve SC. 0 R "f C hR,0 A P AP IE S 3 Ck .i0 iT le D =_ B Y. s 02 l 1 PL D o F N O4,2 of2 SO.. 3 nd3 P. T O N N3 s o s= O *d F_ 'H1. Y - 9_ M O$ o N c P H._ MR F. n 6'F SB 0E M R l C. H( & - e( 5 H ~ H M N 1, C e F C -. i. 4 F. I o O. R _ S N I R M R W 4,. I __ k".
4 C eR -
F 1 D_ m 2 i ~ .M_MG 'l E _ E E L~ G L. )S B t T 09 b A l [/ / CV P Q S 4 e N M A A A ~ ( N R .E P N Kg ~ A I L O [' S-C 4 t5 0 4
e 3
w. UN d b_ -'r'.M.
/
/ R -f t(. e / e 1 D C n VE 0 / ~ 3 4' g_ / / / 0 0 ~ 2 ~ li*! I I / r g l / e e
S g
8 g, _, y. g g , o g m g I g i p =~ e' g,. '- '4 + e .l g
ll!!ll l
..'h Qi.Jb *.J. '.. M.*.La ' *.:. :,.; !.... u; ~ .c. 4 - ;.... +.> .c- 'a. .g.... e
e g
a l 4 2 R>1e*y v e a sE la g su g,$ I h g d I z h I O ,& ei ~ w au e z I g n, I 1 ^ i W ,9 I 1 g g f 6 I. I I il.i l l
l l
O f 8 s = B .B O l i R. 't .g ; 17 ! k l - ~ 5 e , : a-g % d. ~ e i ' !!, -J .i i c. e n. 1 x i c i .X i y e ., a I I
E II.;
e 6. 4 g J a sw I I 9 f v l O h 8 Y t i. I l $ l e8 5 t =. 1:n . t. i i i i J L1 l i e 4 e y 6ll i. E le ll* g I i. i ll L m A f, e L y 8 i I I l a l g g g I.k k j t t : - J _v l 1 . M'. i i i l l s, n 3 3 9 c:3 g!2 3 3 = E m e e e *
mas it
.. 5 I H3NI/fdrM 'CVO*l 38VMi$
3' e
&pergfjy f) Summary of pall out and shear tests carried out by John Laing Research and Development Nanor Way, Boreham t Wood, Norts. Report No. C 669.1224', June '1969 Type of test: Full out single bolts, shearn sInniebelts ~. ~.. .' II'. Size of test blocks length 2.50 m width 1.50 m depth 0.20 m Compressive strength of concrete: 32 N/as2 (4.500 lbf/sq in), unreinforced REFERENCE : Fei Bosic Data for Attachment "B" e Liesia expansion safety me. bolts u. (for informertion only ) a, a am am. = g w A A n A n 4 mm m., SUP - awn III8d in'eur i t 1: m.e < i. g NMT c -~ "s - i ..t u ne l . Nr. l 5.. 4 ~ m a n a a a n 64 M.n 6.s 80.6 BC.e 202 Me ame.1 ( satAR nanntNT me I . :..-. _.,_,w.e = - _ - -- m.w.m..wa.r;n yq t,. 3, ~.
,. s... - BEFERENCE t Fes B'oeic Data. for' Attachment B, Fig. t shers a typtesi 2oad-eravener.t grsFh 51st.ef fre::. rescits frar. t.5e shs.~.= time test carried out wit,t. LSe 1/2* ancher after it had beer. subjected ts the d} a=le w tes.:.a, program. [ d HILTI 3m d IkiF) ExPN. BOLT g, n. 2D. j ,l Tensile load - fai2sre of head 8-Tensile loading - breakage of anchor red j. 6= l' 1 i i 1.ateral loed.ing i 4 - shearing of red 2-i ,cvement ,, (inshes) u. D b 3,'4 c'. s 2'. 2 Ms Anchor oovement during sho.-t-time test. The a,sasurements of the movement taken during t.be dynamic test are sumarised is table 8. w =,_,...,,.. :. ..o. e a. ,ps I I I
.r.
J. } O TEST REPORT No. S/81 ~DATE D" 3AN.18, e82.; 4 1 BY HIL.Tl AKTI EN G E S ELLSCHAPT. Pl -jp434,~-~'-~ = =. 5cHAAN __....... g 4 e
e..mummim,.
i - --- ~ ~ ~-. m-. -m-- -.-- - - m- ~.--- - --. ?. : c - - -,-
- REFERENCE : Fes_ Basic Qato for Atachment'B" ~f 4 / .,,...............,,,,,,,<.,.2,,.....u, ,4.. ( # HitT exre4.setT. u cu,3 .b J. 2. . 1 a., ~ 3D, pull-ent m. 4 e 56 u. s m,....,........,............., n. e,...i. t.... , n............,i... in..... s. ....g, 9 TE STJ_ _ REPORT ~J N O C 174 / 81/ DAT ED D E C. 22, 61, J.: BY _hlLTJ.. AKTIENGESELLSCHAET, FLa 3494-~ Z.;SCHAAN _ ~ ~~~ l l .:t : .:.. :.3; ' ".a.
r.....
N i R E $ 5 h E k C W h' $ W,. - 'h '?"$.Eh"
-)
. y :. ie Dc.da for...A wekm.ent B. 1 Bos. .h. ~ ABBOTA. HANKS a u u, a,sas 1115 INDIANA 8TREET,P.O. DOE 77385 pile No. H2189 psg; FRANCISCO,CA 94107 SAN Report No. 8785 y agge i 1 January 30, 1974 il1LTI FASTFXING SYSTEMS, INC. .360 Fairfield Avenue Stamford, Connecticut 06904 SU1UECT: KWIK-BOLT TESTING PROGRAM - liAD VS. DISPLACBB7 GRAPHS At your request, we have conducted a comptabensive program of testing of the seven different diameters of Kwik-Bolu (1/4" tsrough 1 1/4") to determine their performance characteristics in 2,000, 4,000 and 6,000 ysi concrete. The results obtained from this program are as noted on the attac)ed graphs. 4 Anchors, drills and drill bits were fumished by HILTI from regular production runs and are considered to be indicative of that material nomally used for I installations of this type. Concrete was supplied by a local batch plant and placed under Abbot A. Hanks f supervision by a general contractor. Non reinforced slabs were used for te. sting. The concrete mix for the test slabs used limestone aggregate in accordance with ASDI C-33 (3/4" maxinm) and Type II cement. The concrete was pinced in typical construction manner and finished with a bull-float. Test slabs were designed for 28 day strengths of 2,000, 4,000 and 6,000 psi. Compressive strengths were verified from standard 6 x 12 inch cylinders from each slab prepared in accordance with ASIM C-31 and tested in accordance with ASDI C-39., innsile and shear testing was performed using a hollow-core hydraulle jack equipped with a calibrated pressure gauge. For. tensile testing the testing equynent was supported by a three legged reaction tripod which distrlbuted the l Icading outside a 24" diameter circle for anchors 3/4" diameter or less and outside a 30" diameter circle for 1" and 1 1/4" diameter anchors. f .: ]; For she.sr testing, all anchors were at least 30" away from the reaction point of the hydraulic testing equipment. the load was applied as close to the surface as possible to minimize the effects of bending. In addition, several .' ( washar.4 were placed between the shear plate and concrete surface to minimize fiiction between the two surfaces. ? .V. i e e e 4 e e s. - -. - - - .g-,,__,.. ,-,,w,.e,n-,--.,,.g...n n,._,e-_ Q.,_,,__ -
[. 'ny[CG'*!.':ii?!-Q.Q Qiv *lh f*$' set."1%,.h 1.8lfRf.%%%' Mi.* ' 9
REFERENCE:
Fs4~.
r ; Basic Dato for Attachment "B" ~ i It is our opinion that the results of this test program are indicative or ' '~ the performance of Ewik-Bolts teen used in concreta of strengths as noted in this report. ':p ..g 4 A380T A. HelKS 1 TESTING LABORATORIES ~ n t
6../ J f. 9*
= M R10%RD T.. RASCDE, OilEF.ENGINEIR Attachments O e s e J %ID e g.
g-q,4*.
e g r. 7.
t...
h s _18"w*f'w A*BM ** **.W M4 5'* ** *-**
TW 'N O' N *.'Y'**

sew - n.,_ + - _ ;. - ; s _ _ - _ _
s. .
f *.h.*Y.'.. f '
, - - ~, e r.o, .. Y*,**5 5, *$ e
.f s'?**.' f h',4 h*
.. e ?.g,M,. f f4 7 #.,. e, ~
'p F... ' '
o
../ f . 0 p.*.,".'*.'O* L ',Py s',. /l.. q's*, ,o o, ,?- .e v...,e e. ~. s e ,.t ap
e g
..w:r..,..::
::.. 1. n....... -..... c :s..a...a..:.n; r
.d...;.r..... 4.; ..u.. =.. ;.....a:..s.
e...r.. ::. -
.. a.. . -.. m. (-= -:..!.l.h..a..:. a.::. i ..E!.................... n. s....n.. e-.
=..:. :m.u..a.r..::
Ti.i;..u.:.Ai.I. 5. !.M
..s.ili.i.n igl.%.i...n/. :ii.l !.!.!!.!.!.!.!.* . :.i.i.i.:.i.i.!.pi.I.T.:.jiS.II."..ji.i.i+4'n.. i.i.i. H..i.. ~. F .: 3 I;ii.i.i.!.!.i. l.ifie:i.i.!. *.i!.!.:.i. :.i.ik..i.l.i.a..i.iW:i'
~;m.., ::........a....
..:;u..........r......u. .8.
m.
n::r :an. :h;.. .....;;a..u.: ...:..._..2.". ." :n
a. i..
... an....a.s....a
u s..m...a. a...a..-:
r a-a.;;:. a.:. a..:4,. ; 4". I:'.'.:!I.;i: -::t .. a...
..b

.:s:;... g:u-.:::h..::'t.mt.
v'- '. ane ..u.; :.- : .r
.,. nts:. -,;a.n m m n

y. s:
v.e.: is.- ;asi.a..a "::, s P.a ;::i.s.a.. n-:: u
3::
.yi
n. u.
n :.m n n: -n .. ".. o.3,;..... N; .a:..
=. :4 ;;; 4..;. ;;;;:=:;.
r.=g".:. ".;. s... o ...M .:4. 3.:. :W. B,i :.. J. f:s. ;......... *.i.". .y a. I*NE ~.NI: li *iiihI'..i"liifI. ' ': - :. lit ii#!!!!n. II iha. :f! r:i '.:ti!} a d 4 ii! E$!T!l.:Ilid:dt.ii :: : liN*iEI: . a... : s. :.. !,. :: ... f. ..... m N..... .....+.n.. t..e 3: v.:...,p..s.. r..... 7 N :. m......., m,.=..t.a;..: : : ... :- - :::n...... v. -;-~....:~...,,., ,,.......... n_.a..
5.. u..,
..u. set : *u: ::a..a.....
g
":.....v..r..~-"... r.~. .... a :n.. =::. J
......(
..a i... - ~?
?;

:

g.:
. ?:-r a ) :* a:! ~ *n. .a.;;;".a ut:.....P: ":::* f ..s n.... :.;..: - ~g.. . :.... m.se.e.n... ..... n.-. . t- .i ...........1 y-.. ..... ur:m:.:. n- ...v
n : - u..: rte -1
_.,.....r...- u. S,., .8..*...i. ..t' i-u.
.3.......

.r n
--:. a n:.,. - r- .3,......... e.n : n _..:... ........... ~.. r,
- :-- n:-
... g...... .n :...-
r.:-
2.i.......:., u:... 4 .c u .:2. :- - :. - m i .............. g 5.... .gy:..... W..... n ~...................... _.. .........A.. .r 4, .i................ ........i....... ..i.. ..... ~............., n" 8"r~m;.::':r.~.: "- ....z..
k..F,I.I.p:u,.;...
..ai ...nl :::j =:p. as... a. i , a. rI: 5., .a<"l""e.:d..*.r_-.':; d,::"I =.".un
S -
.:;:..:.n
1 :: :.
l u
.: e en..

. :-: p :a:.. -
2 na .........i... i..... 4...: a ::.. a . :a a...:- !a.::::.I.:...... :....:.a:l m.a: 6.. 4 a ::.....l: em
==s . :--:a.: M :.:.;. 6:- +: +. :; - e. :. : --s. : r - - =:. r :ar.:.ren.s-a- E..mu.
a-.: :

.-: e :. r..:.- - -
t .... n..l..;.r.:;.. ; : :: ::..m.,. i .....e... . 2 ar..su.... !..:.t.r... i.#..,u. r...... .1..... I n; 4 c...x rs.;.i.:.:.:..;.
a..r....~........ '.

4.. <
4 ..a.. a.....::e..
:r: :w.n...:e.:..:.:. :r.a..:..a.......'
t
2....
. : e. ."j ~ r.........._....... .u.......... ,.!- :.:-:: :..::-. -== :..,+. .c u:...... 1-.......... e........ -r- ...r 4. .... t
3. ~...~

.a-1 Q
.... -=... i.._ ; %...;. -a...e ....u.a... :...........~, w r.... v. =.u.a.....;; __.. : a ;. a.
u. ;
.i.
2. :. a.. :.............. -
. ;..:. :s...r.;::r.:... ..s...... s..... ...s.... .e
s...........
r...... 4.. .= ....s............ .s ."...i...s ..r r......::.: :e. ...".......s r..s : :..:r. a..:.l....=....a.1.. -.. ..t... ...:"s. I....... a :. ...t. .a.#. t... a... e. a..... .i ...l................ .. 3.... S ...8..... .........e......... .....g.....,............e..... ... 9..... ......t..............3..... .g. .......I.. ...l'.'.?.*..'....' a ". 4. :.1:... 4.:.*%... 4. -. : !* !..*,:.
'.....:4..........
4 ..".."3..:.. !.
4.. * *. S r.. *...... :. '...l. ;. 4 '.
=* * &"f.... 4 :. ...... -..n. .... ~.......
t...rt:: :r:*a. r::~ S. 4. ~. * : g nr.
3 .........................g.. .. 4...... j ...ow
.n;:.. :::: ".). =~n
8 a--..l.
r: rl...
"*:: ::t::.:..!"-
t ".t
........'...!4..:..... U 4: T e.!.
. *.... : ".. *..". ; r L..*..
"...*.J.... g. ..............................:*:..r.i...-
.;*.. : n.a.1..d..44. 8.. d.4 i
g.
W;::::.
w ..i - =. e ......... ~.... ...c. e ..~ .....~ ~e. e....... .n..... r p a ". M.*.~4" a. M "..:3 - * ..-..J.*
.J n
l
4'en o.t..
'e..l
... ~.....o...o.. ..~.o.. np .=..=.o.= .. ~. - _ ".4.l. a.. ::. ; ' ;..:s.....:.J'...a..*.4..**..".."4....... ...n........- o n ....".t.... =.--.....d.e.~ .a .=~v ute..~.==.=*. o, .. n.S o ..o...e~... ~.. "~.e.u.. = ....*S....o....... < n.. ..o. u. o. n. o. .e.. .. =.. = .o. e .8......... ................d...... 3............. .o.. e. .o .8..."......=~- ...=.8.*.n....a..~, --=6.=u." am.. O en 8 .o--.=--. -.~~~~.="-am
==.~o. p".n. o....- ...............-.n.. - =. ..o=.- .~ n .o. =" 1 =-.. a..u. a. .a~~.... ....... I. ...o..o. 3
2...W....
....~............~=*M.f... ... =. = = = . -..-.....-...u.. ). ee .. = ....... ~..o... t o....&~*~... =. - -- ". ...........~4,".. ...... ~ i 5.... s.....:m... m.. .. a... : ...". :. q. --.. -. .....a...=...=...........- , r.=.. :...-... \\ a
c. i. :...
....t....=..,. u... _.....: a.... s. .. =. . n =... u Y.l .....~e- ...~

.. ~ --"=-- -._,,,., ,,,,t ..... :.,.. a. a.. :............. 1:.ici-P,init::W ' ".64GiE*;iiidi;lMJi f*eti;r.Cil=i=!%9 Mdf"-Jin"~ii" ........,........-n. ~ ~ -
= i!Eii*di!.
8 t i
-nir.!nii i:l*i :i: 5:".3N"i#ili!"c:: I::ii-M}!iiiiti!M 'h "
75Jii ni' l p:' Fiii.-P8EI':f:i!U ii ', Wi: MiM-di ;i.ii:.;. cliMithinU-Miiiinfli!Pii Mi"- 1.:!jpiWl9;ji9i!!!Eli:i ' i Mi!! idd.: l 94ii;i"iii:Mi+ *: ;"i!!!!!!:"": Mii:!@!!!!:..N:i*dilii!= lii:15" Ts!!!!d i.. Ti. !iii:li:l:i: t -i..;l.. ' i E_! !-~; 'iH i!Ti::". i T O H:.L :.ii:!:1 .'ii
d:i.i?}.i..u i.d, ::'.++..: i..i.it:f...i !. t. *..:.i.:'.:
. t..i. f.li: Sin. i::.n. 4 _. r..
a "i ":ti:"L:.-
ant "r *-d"r = 4!":*: '.'ii.-? :*:.Hi * :.:il-i,ii! " i 7.t8*. t"!**iir !?u '..* ed:i! i. ir.:
~.j. 5 "":*8
. -.m
;t i
JEd 0 **WEA Id8 :.*. s.... 4*.a. o2.:::,g,.o.J...uYa:":*:*a .o.'*
:n

. 4

*:.... e g... ; *
'4... 4 : .g .:*M:* ...o
.; g
....P.. :4 ;. 4.. - ........y.. g p ;.....
i!.::!...7\\._: _...nii9..i :1. ail i;ii "l n... :.i.l "*iti
."1". { i @,, !:;*
I"!.
!!!!".i:l"': F "vt -oh4 :..-- e ...g,,... =.,:,, e: '.ii..tt. pn: tin *8i:.;i:. I : ;ii:al *n. {:a~::..p::;:: }a::.a... ..i.. tp:Ie....:.*l;."" : i.!..li' -l : c.i.: :. F.*! ?"j..lM:.r.i 4*
v..:.

a. -r...

i!:fiii.
-.,ar a.. g..- .. :. ~. n .:.n.:.:.:.,. a:.::.1;.u.. a.... =ca u. u::r.n: ..::t"n :. ..:.s.... g.; ~- .:. -.a.n i.::.i..a.c.... i. D.:..c.,3_%_.
l.W;;6.;
7 .a p.
. i..
E=ti!!:t " :g? i.ja;: f.:. e-:.i....: + : i : *., A.
..ui-4 : :. +1 :.; u..i r,n = '-
s.=._ 2. <_==. -, - a ::.1 r.... i mi J "'. - .1*. ' e. .t.. W7..W._ __.. 1:i_, t : :. 3.,a ::n i.. _ _t li.n._.i..;.i.:... l.i.".:.4. niin.{
) \\ 48 ks
& % 3.nj;.;Q w.2.w+.r.:% :.a.1v.s.. s.,. g....,
.a.e.m.....
w. *. a...., 4. -s

y.. - u
.n .. ~ o..- .4 .o. o. .e, ..e ee e g
e
.e e.. as g , C e i ...J... .i. g...... M..,. g ;... ....r 1........ 3. g.... g........ ... y g.. ....4, 1.... 1.. f".19.. ..g......... 3.- ..... ~. .33 .g....... .,...J..f.". ... g. ;g t E ,..n...... .J..... ...............j.D....... ..........I........ .g .... i.t... 1*.".'. .....,.. {..
p. 5.l.
.o .. t...... . 8... 8....3..
9....,... ;{.
..........g.... . p........M...... .g...... . -. a.m s .g... .............;c. ) ...g . b... a ..,g g ....a....,....
t...
....g i .j. . _. g ...f.... .).,,
f... -.iq......
............8.. .2..... J..... ..3...... i ...g... ....b.... .s....
t.,
.........4.........J...- %.. 3...... ;;,;. ...I. 3. .3..... 3 ~... ..8.. ...... 3.. J. 3....... ..l........t..,.,.. m.... ...g*. 4 3.... ......t S. 4 i 1 .=, .......a...........t................. ...1.i.. .......l............. ...e.... 1......... ..l........3...... .a... ..... l.. ... *l .,I,... .a. 1.. t ,... T ....k..4........3..... = ..I4........**1.............. Tt ....s..... J... ..l... .......J. .. 1.. . l.. ... 3. ".E..+. l u ... 4..-..... ....l.. e ...l*. n i ..T.......... g .6.. is.............T". ..1 J......... .1........... ..8,. ....t... ..4.. ...3. ........".1.... ..p.".. . ~..
8..
..............J........l........... y .....n l.. . t............., ...'.t.. ..e .....1..... _.............!. ".1......L. 8 ...1... ...3"... ......4...... ...d. 8 m. .".l..... ..... l. 1.......... .......l..... m..........J.. ...,t._.......... ". 9. ....7".*.. ..W.....8..... .,1....Q%........... ...........1......... ..l..... .......t. ...3.......... _.l...........3.... 9 ..1.... s. .3.....4............... U ..4 ............................L..... -....... J...................4....... ..b........I.......... .1.-...... . 1..3....t-...... .................c. ........8........ ..... e....'.t.......... ........J..
1..."1..
i ........i .........f"."........ ...l...'ll".......A. ......,.".f.:............l...... ....."".."1.".?... ...r"..8..l............".....). .....1. J... ...1....... -. ...f ..........f...
y.......,.....
..........qo, ..=....4 .......".").......4.... .".t............. ....1.... ....5.,... .m.. .....J w .,.,..a. ......f"3..., ......j.. ...e.. .................1..,. -.....e..... B.. ....i e ..s.........
l". r".
...3......f".. ..i. y .4 ......J......a. _..................t....... . is. .. m.. I....... ...2.. ..J...........*............ ee .-...........4...... .."""J ."1.. .......j.,_ y ................l. .I,.-.................. ._..8.J................... ...8.......... ...?. ..... _..).. ......J. a g ....3... c ........................L............. ..................**1.... ....1....._.... ..t... ..']... ... 1... .. -....J.... ... -..l.".T". J. ,.,J.. .J... .o ...'"I1_............ "M..."...l.... 1 9..."I._.......*1......... O ...-..:2.,...........g.1.........t.4.... ....gu........... ....o.... g..81 .......g. ....t.... .8. O ...........l...........,.......... ................. m.o.n. ..... o. g....... g g,,. .. ~ ~.... ...g..... t ..g. ...o ....l..... ....I ..................... 1. t .1.................. m. .S...; ..g. _...g............ ...._Z _... ... ~._!_.~... ~. ~. ~....... .. t ........... x.. l. ......8.
1... :-.......n.
.......4........ s.=~........... .L. .s.. ..............g.....~. r t ._.W. .t._.._...t*... ... E..._ ........_t. . 3.r. s....4.. .......J..... ........ - 1 8.... O ........3.... 4.-... ...J....2........................... l'. ....... 9.. ....-a,.... 3. I .t....... -.4 ........J... -......"1 _..1... .....7". .J............................ 3. .......3... .c l. _r_ c .....................,...t... g.._.1.................................4".1..l....................... .3-............. ...,.... r,.., ,.__......_.......I.......l .........g..r.... . c. .............J............ ........1 ...L....._............ ,.. r. ......,.u. "1_.,.. :%..., .......l......
s..
.e e ..... ~... w.. ..3. ...............................r.... e .,.._...3-. .,_L.... E .....J ............_..r. ......g ... :2.,*.... ..-............g. . _.........l.. I. ..g.............. .I.... 8.... .t.......... ...................t......... .J. ....4.........*1...L... ," r:....... 3. e.n .... -....... :2. .......8... _.a ....".1....4. i r .t. . I .._......l.;.,,..r,. ..y...,... ..... ". 8 L.. ..l.... .3...8........3 .r...
...L.......

3..-
a ___...1...... ..J................ m e. ....3................... . f_..-"f". ". 't ......,3.,.. .*1,.. .t.... . 3..".'")....... ,d ..'.1.... s ...1.,,._1"... ._.3.--".1 ...m ......9 .....77.... e 1.................... ..]........2. .~.y~- d. . 2'1. .1... ....... y. ...........{.....................................................f...H....... {.. _....l.....8.............................. g. . 1....... N. .. + -. -....p.b.... .r... ..o.I-........g.-............... ......g. .....g 8..4.......... $.1....... -. - = _ _ _ _ ...o.... t., ..J.... ....f........3...... a. 2..... ....-.T."-."_. e . - =.. *..........*1., .............4..,.........l..............-.,....... g ..t...........l. ....8......=*.-.....- ,.._.4 e .... I t2 ..m.... .m.s.... .....3 ........1.............. ..L. ........4 .............~1........p... .g ...t..... .. m... t......... =s.,.,., ....a...$.............:..... . r.. v ...............a...... a.. x._ ..J... . d4........,.... w ...g.......... .1... a .*1t.......... ...g.... - ... J;, w.*
3.........."r...
8.,...
..s.'"..'",.......~:...._
..l... ............I............... ...t... t.. %... ..2..*.. *. * *.. *. *. *. .......s. ...:n .. s...d. ..............:t....
c..
.. x....., ,...s.....s..... ..:e............ s... ..s.. L. :..=_..,. (
r...
..-..a. .s....O...............................,..:..... .. :t.. .........g.. j'~s.M.. 7.i..7.... V. W.. ~..4 -......=.s.. : I.:.::. 7....... . i. .~ . v:sl+r, g.3: ..:3. M... :..::.::s... M..--'.'. ??.i... u... n..
3..
9 .1......... . 4............. .. r- ...,.......3..... 4 .I... _. J% l .s... ...a...... ....... a. ,..w..t.... s............ = .... -.........2..s... 9... ,..6, u......... ._..s ....... _......s..... d .8... ........ s......... j ..:t'
l...
t........l..1...t......t. .....V. .. 4.. l ..-,4............8 ..e... ..e3. t ........*t........I.4.. .... -..t.. .....1 ~. i ...m. 1 ~..... .............. ~.. * * -...... - ~~ ...9...... $. ~..1...... ........g.* .,..S..... .... l.. J... n..... ..~}~...... ..t... .e.. 2
i Screw Anchor Co.,Inc. o .s v .er,o ni e no e,w ro,co-c =eo. a, f a ust s, 2.n Y
REFERENCE:
Fe Basic Data for Aftochment C". ~ Gibbs & Eill .th Floor structural Dept. 393 7th Avenue New York, New York 10001 Atta Peter Sharoglu Bas EC Type Inserts Shear Test Reports Dear Mr. h lus i Per your conversation with Earry Iancelot on August 5,1982, I am enclosing Shear Teat Reports for 3/4" p,1* p and 14" # EC Type Inserts. Please let us know if we can be of further service. Sincerely, RICHMOND SCREW ANCEC5t CO., INC. f w: James 1,. Ca14well Technical Services Engineer JLCanb Enclosure se: E. Iancelot ..g J. Panagos J.* b... t 7214 BURNS STREET, RICHLAND HILLS S rORT WORTH. TEXAS 76118 9 rHONE 817/2844981 TWX No. 910 893 4071 e -:
POLYTECHNIC 1NSTITUTE OF BROOKLYN StrasmeENT I as =_eacT EREt EdtE9f1 ante 7 suo. L.P. maw gy_ 01/11/6f for age,,g, usf aan Richmond Screw Anchor Co., Inc. Richmond 3/4" diameter R.C.-2 Structural Concrete Insert sheared from It* 45' long, 3 1/2" a IS* a S* senerete block by means of a testing plate: wide, 1 1/4" thick. The block was clasped on top of the testing machine with two 4" a 4" a 3/4" bracing angles. The insert was placed at the oenter of the'18' s 18' face and installed flush with the surface of the The concrete block was reinforced with a.440 wire mat, 6* concrete. a 6* center opening, located at mid-depth of the block. The strenTth of the concrete was 3220 psi, and the slip dial indicator was serood in at a Se testing bolt was snugly tightened using a 12" monkey load of 2000 lbs. Se shear load was applied perpendicular to the plane of the struts. wrench. Failure occurre'd in both specimens due to a shear failure of the testing bolt at the face of the block. The concrete spalled in a 2" radius, semi-circular patch below the insert, and there was no further cracking of concrete. y-- Details ' resrme pure.. " ~.:~.: _ n* ..E B _. __ sii til> Specimen No. 1-Specimen No. 2 .W S E M Load, kips Slip, in_._ Imad, kips Slip, in. .3 0 2 0 3 0.016 3 0.020 d 0.027 4 0.038 c
5 0.042 5
0.050 ,6 0.059 6 0.060 v'7 0.077 7 0.070 W VS 0.097 8 0.079 j "9 0.117 9 0.008 7 40 0.138 10 0.095 5
I'
<11 0.155 11 0.104 v12 0.175 12 0.110
13 0.202 13 0.117 w14,
0.275 14 0.125 15 0.132 .. g,_ 16 0.144
7 e.y -
Ultimate Zead = 17,200 lbs.. E i', 01timate Imad = 11,200 lbs. ,.f-a. g$. M -- REFERENCE : Fc W p Asst. Professor of Ov0 Engineering osic Dafo for Aftochment c .i...
f POLYTECHNIC 1NSTITUTECF CROOKLYN espasmesser 5 sv L P- "T= ""= =c7 h et mesort e, east me. _ \\ I for g,,,, f 01/11/65 Test savs i Richmond Screw Anchor Co., Inc. Richsood 1* diameter E.C.-2 Structural Concrete Insert aheared from 18" g a 18' s 12" soncrete block by means of a testing plate: 45* long, 3 1/2" The block was clasq>ed on top of the testing machine wide, 1 1/4" thick. with two 4* a 4* a 3/4" bracing angles. m insert was placed at the I senter of the 1S* a 18" face and installed flush with the surface of the h concrete block was reinforced with a.440 wire mat, 6* z concrete. The strength of 4" center opening, located at mid-depth of the block. the concrete was 3220 psi, and the slip dial indicator was seroed in at h testing bolt was s.wgly tightened using a 12" a load of 2000 lbs. h shear load was applied perpendicular to the plane monkey wrench. of the struts. Failure occurred in both specimens due to a shear failure of the testing h concrete spalled in a 3' radius, semi-bolt at the face of the block. circular patch below the insert, and there was no further cracking of non-crete. l j 1, I i.l Details TESTINS PL ATE.;~ ~ ~ ( *# 4E8,N l specimen No. 1 specimen uo. 2 sN3Em7 Imad, kips slip, in. Imad, kips slip, in. ~ 2 0 \\ 2 0 j 4 0.027 4 0.022 i 1 6 4.050
6 0.043 8
0.070 g8 0.063 10 0.002 40 0.081 lmf 12 0.097 12 0.100 I . 14 0.110 14 0.120 16 0.123 46 0.140 /1s 0.140 de 0.162 s20 0.161 / 20 0.192 s 22 0.214 .,22 0.265 / 24 0.315 24 0.400 J6 0.445 ./A6 0.515 s 01timate Imad = 26,800 lbs. Ultimate Ioad = 27,200 lbs.
t.
..s %). f$y.. k ~~ 5a*
REFERENCE:
Fe uow. n.n.=o Basic Data for Affochment Ci.~ ^'d *da=ded5da"** W.. .r
( _.a.............. POLYTECHNIC INST 111JTE CF SROOKLYN ~
~~.
4 gy_ f..p. auw - _=cy het Report awart mo. as t vastaan _ei/n/g far m go. Richmond Screw Anchor Co., Inc. g: Richmond 1 1/4" diameter E.C. - 4 Structural Concrete Insert aboared free It" a 18" a 12" ooncrete block by means of a testing plata: 45" Song, 3 1/2" wide, 1 1/4" thick. Se block was claged on top of the testing machine with two 4" a 4* a 3/4" bracing angles. Se insert was placed at the center cf the 18" x le* face and installed flush with -~' the surface of the concrete. D e concrete block was reinforced with a .440 wire mat, 6* a 6" center opening, located at mid-depth of the block. Se strength of the concrete was 3220 psi, and the slip dial indicator was serood in at a load of 2000 lbs. Se testing bolt was arnaoly tightened using a 12" monkey wrench. Failure in both specimens was caused by a crushing of the testing bolt on the testing plate. his crushing caused the bolt to deform about 3/32*. Se concrete spalled in a 4" radius, semicircular patch below the insert, and there was no further cracking of concrete. Details I I ! ii 1
=Y
-.. TES To n/6 PL A TE 5 '5 specimen uo. 1 specimen No. 2 g lead, kiss slip, in. Ioad, kips slip, in. 2 0 2 0 .A 0.028 4 0.030 6 0.055 6 0.052 INSKA7 we 0.075 8 0.076 ,,10 0.092 JO 0.096 v12 0.107 12 0.115 y 14 0.120 v14 0.132 g*g 18 0.148 =/18 0.168 A2 0.177 v22 0.204 /26 0.210 =/26 ~ 0.243 v30 0.247 / 30 0.292 v 34 0.357 '.4 ,,, 34 0.291. .- g 34 0.513
I'.,
3 ./'30 ;. 0.350 . A 4: h..,- Ultimate Ioas = 41,600 lbs. Ultimate toad = 30,200 1be., .= r. 4 . ;. a .=. ;: r - rt l p n M t .t; A 6. f 'i. i. / F n_
REFERENCE:
Fe sicea: Bosic Dola fo... Attachment "C" , A t.6 puw.n,,ta,, r rmo,.r cac rneneew a l,, i,. s.L
e,,,.*
.s *- ' + *. ,s
1 4 e i J te D Unlika the lusd.deforsnetlen relatismehip far behe, steesisth and deforsnatis. 1 s l f, = Vestical stress on weW at B due le sneenent - y ;,,,,y,,,, 4 .,, gg,,,g, g ggg gg,,,,gg,,g ,a y t i seekse with the esis of the weld element. (See Fig.2.5 l Poldi - sli Pol'M - si The critical weW elenient is usually (but met alwayal the weld sleenent furtheol,' y* g, fresa the instantaneous center. 'Ilie critical defernietion een he esiculated se: -.' i f = Herimental strees en weW st B due to soonient A = 0.225 (# + 5)-**', winese8leespesasedindessess s' Me( i PeltI/21 Pel* l f, 21, The deformation of other weld elesmente con then be calculated se:. l r A fe = Resuhant of stresses en weld at B g, 3,,, == = V(f + I P + (/3F frees the follow. II *
a and A depend en the adue of the m
'II '*I"*'
i
- 0.92tD (for E20XX electrodes) ing relations: gdg gg,p i ULTIMATE STRENGTH METHOD
Q kp g,,,0.92 + 0.06038
,$'s le + 8 When weld groups are needed in sheer by en esternal load tbt does not set p = 25 e** 8** =$ i. through the center of gravity of ahe group ihe load is eccentric and will tend to cause o reletive reestion esed treneletion hetween the parte connected by ahe weld. The point A = 0.4 e**'*888 en.40 about which rotation tends to take place is celled the instantaneous center e(roterien. i 'l les lacesion is dependent upon ihe eccentricity. geosnetry of ahe weld group, and de. I
y9 2 en lO S 4' u-l' formation of the weW st different engles of the resultant elementet force relative to
.47 """l J the weld esis. I The indivaluel resentence force of each unit weld elesment een then be soeumed "se' l l. to set en a line perpendicular to e rey pesoing through the instantaneous center and ~ 30'Y, 15 - l thet eiesnent's location. (See Fig.2.) The ultimene sheer sirength of weld groupe can be obtained froen the load de. g l
forsmation relatiesiship of a single unit weW element which is espr es-
' ar l, n=n.,ett-e y== S g g. dl g 's e where m 1 E ) A = Sheer fosce in a single elesneet et any given deformation L,. n.e = uitimate.inee,iend of e sis.gie eiement i 8 -*>> = += ~ 1 ..e f. p.h = Regreenien coeft:ciente ,*
a92 0oE03e ss.75e'""'
A = Deforenetion of a weld element i.ae-. i- = Bee.ets miu,siinge,iihm = 2.2is
n.,,n.
4 q r d fkh1 T 0 f.. +s-al - af 0.02 0.04 0 06 aOS ale ,4, OEFOfttAATIONi&l,104. {0L 4-U 41 hC. j i i*
8 MOWM4 04
-h (?di fp*'y Fig.3 l j - --on Ct.1f'c, h e f' -. aci w % m 9,o*._ The total resistance of all the weW elesmente combine to resist the eccentric ulti - Fig.2 U sente leed, and if the correct lucetion of the instantaneous center hee been selected, i6e ii ree e,-ii. e r static wiii 6e.iier.ed. cene,ei,e,formance curve. for veiues i .St-M"+n.'tt'/.'.-d'"r~'~d'W-in. of e - 0. iO.= and 90 are own in rig.s.
h ~ t- . s-. ~ g _f,,,, & &)v fr,5 ftf' y ~ s{ l. i 1 Report' Comanche Peak Steam Electric Station Evaluation of-3 i LOCA Temperature Effects on Pipe Supports August 26, 1982 (Revised) i t 4 ,/ Contents Page 1.to'5-Report s Attachment No.1 - Thermal Analysis (5 sheets) Attachment No. 2 - Factors'.of Safety Load vs. Displacement Characteristics Attachments "A" to "D" of Anchors and Welds Ref. FA - Back-up Test Data for Attach. "A" (1 Sheet) (7 Sheets) to FB4 - Back-up Test Data for Attach. "B" f Ref. FBI (4 Sheets) Ref. FC - Back-up Test Data for Attach. "C" Ref. FD - Back-up Data for Attach. "D" - (1 Sheet) r
s. Vivirito i... Charoglu i
s p 6 I y 9 g ^ * * " " - ' N .--.g ..%_,,}}

ML20096B184

Text

Subject:

Dear Mrs. Ellis:

Subject:

Subject:

Subject:

Subject:

Subject:

Participants:

Participants:

Participants:

Participants:

Participants:

Participants:

Participants:

Reference:

Response

a--=

=

REFERENCE:

REFERENCE:

REFERENCE:

~~.

REFERENCE:

Navigation menu

Search