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HomeMy WebLinkAboutBradley Lake Final Supporting Design Report Vol 2 Calculations 1988A~skaPowerAu~orUy FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT BRADLEY LAKE HYDROELECTRIC PROJECT FEDERAL ENERGY REGULATORY COMMISSION PROJECT NO. P-8221-000 VOLUME 2 CALCULATIONS Prepared By STO~E & WEBSTER ENGINEERING CORPORATION JULY 1988 TABLE OF CONTENTS TABLE OF CONTENTS FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT VOLUME 1 -REPORT AND DESIGN CRITERIA PART A -REPORT PART B -DESIGN CRITERIA VOLUME 2 -CALCULATIONS VOLUME 3 -CALCULATIONS 0242R-5049R/CG l TABLE OF CONTENTS (Continued) FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT VOLUME 1 REPORT AND DESIGN CRITERIA PART A -REPORT 1.0 INTRODUCTION 1.1 CONSTRUCTION CONTRACTS 1.2 FINAL SUPPORTING DESIGN REPORTS 1.3 GENERAL INFORMATION REGARDING PROJECT FEATURES ADDRESSED BY THIS REPORT 2.0 DESIGN INFORMATION 2.1 DESIGN 2.2 DESIGN LOADS 2.3 DESIGN AND ANALYSIS LOADING COMBINATIONS 2.4 STABILITY REQUIREMENTS 3.0 SUITABILITY ASSESSMENT 3. 1 POWERHOUSE 3.2 MIDDLE FORK DIVERSION 3.3 NUKA DIVERSION 3. 4 OTHER AREAS 4.0 GEOTECHNICAL INVESTIGATIONS 5.0 BORROW AREAS AND QUARRY SITES 6.0 DESIGN AND STABILITY ANALYSIS 6.1 GENERAL 6.2 POWERHOUSE, TAILRACE, AND SUBSTATION 6.3 MIDDLE FORK AND NUKA DIVERSIONS 7.0 BASIS FOR SEISMIC LOADING 7.1 GENERAL 7.2 SEISMOTECTONIC SETTING 7.3 SEISMIC DESIGN 8.0 BOARD OF CONSULTANTS 8.1 INDEPENDENT BOARD OF CONSULTANTS 8.2 FERC BOARD OF CONSULTANTS 0242R-5049R/CG 11 APPENDIX A TABLE OF CONTENTS (Continued) FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT VOLUME 1 REPORT AND DESIGN CRITERIA PART A -REPORT DRAWINGS Exhibit F Plates Title 1 General Plan 7 Civil Construction Excavation at Powerhouse -Plan 8 Civil Construction Excavation at Powerhouse -Elevations 9 90 MW Pelton Powerhouse 11 Middle Fork Diversion, Intake Basin & Upper Channel -Plan, Profile & Sections 12 Middle Fork Diversion, Stilling Basin & Lower Channel -Plan, Profile & Sections 14 General Arrangement -Permanent Camp and Powerhouse 16 Powerhouse Substation and Bradley Junction 17 Main One Line Diagram 21 Nuka Diversion, Nuka River Outlet Structure -Plan 22 Nuka Diversion -Details 23 Upper Bradley River Outlet Weir -Plan, Sections & Details 24 Powerhouse, General Arrangement -Plan El 15.00' 25 Powerhouse, General Arrangement -Plan El 21.00' 26 Powerhouse, General Arrangement -Plans El 42.00' & El 60'-0" 27 Powerhouse, General Arrangement -Longitudinal Section APPENDIX B ATTACHMENTS B.l Construction Schedule Contract Dates 0242R-5049R/CG lll TABLE OF CONTENTS (Continued) FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT VOLUME 1 REPORT AND DESIGN CRITERIA PART B -DESIGN CRITERIA 1.0 Hydraulic Design Criteria 1. Hydraulic Turbines, Governors and Spherical Valves 2. Tailrace 3. Middle Fork Diversion 4. Nuka Diversion 2.0 Control System Design Criteria 3.0 Mechanical Design Criteria 4.0 Structural Design Criteria Part A Part B General Structural Design Criteria Part B-6 Part B-7 Part B-8 Special Requirements and Design Criteria for Major Structures Powerhouse Tailrace Substation 5.0 Architectural Design Criteria 6.0 Geotechnical Design Criteria (Middle Fork and Nuka Diversions) 7.0 Electrical Design Criteria 0242R-5049/CG iv TABLE OF CONTENTS (Continued) FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT VOLUME 2 CALCULATIONS STRUCTURAL Title WIND LOADS FOR DESIGN CRITERIA SNOW AND ICE LOADS FOR DESIGN CRITERIA SEISMIC DESIGN DATA POWERHOUSE SEISMIC ANALYSIS METHOD SPHERICAL VALVE FOUNDATION POWERHOUSE STABILITY -SUBSTRUCTURE POWERHOUSE BUILDING -WEST WALL (LINE E) GENERATOR SUPPORT BARREL 0242R-5049R/CG v Calculation No. SDC.1 SDC.2 SDC.3 SDC.6 SC-214-6B SC-212-10A SC-222-12A SC-219-36 TABLE OF CONTENTS (Continued) FINAL SUPPORTING DESIGN REPORT POWERHOUSE CONSTRUCTION CONTRACT MIDDLE FORK AND NUKA DIVERSIONS AND RESERVOIR CLEARING CONTRACT VOLUME 3 CALCULATIONS STRUCTURAL Calculation Title No. POWERHOUSE -SPIRAL CASING SC-215-37 COMPUTER ANALYSIS OF POWERHOUSE SUPER-SS-223-7B STRUCTURE FOR DEAD, LIVE, SNOW, AND SEISMIC LOADS MEMBER DESIGN OF POWERHOUSE SUPER-SS-223-7C STRUCTURE OVERALL ANALYSIS AND DESIGN OF MAIN SS-223-7D STEEL FRAMING FOR POWERHOUSE SUPERSTRUCTURE GEOTECHNICAL Calculation Title No. POWERHOUSE AREA GROUNDWATER AND UPLIFT G(Ak)-27 PRESSURES MIDDLE FORK OF BRADLEY RIVER G(D)-103 DIVERSION CHANNEL ALIGNMENT HYDRAULIC Title MIDDLE FORK DIVERSION FLOOD FREQUENCY MIDDLE FORK BRADLEY RIVER SIMULATED HYDROGRAPH (PMF) TSUNAMI WAVE FORCES ON THE POWERHOUSE PROBABILITY THAT COMBINED TIDE AND TSUNAMI WATER LEVEL EXCEEDS VARIOUS LEVELS NUKA DIVERSION CONCEPTUAL HEAD DELIVERY CURVES MIDDLE FORK HYDRAULICS 0242R-5049R/CG vi Calculation No. H-030 H-031 H-045 H-052 H-055 H-058 STRUCTIJRAL CALCULATIONS ' I I 0 6 FRONT ... 501 " 4 ( l CLIENT S. 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'tS' and systems Windward wall 0.8 inward Leeward wall t 0.5 outward ;s;e; Leeward roof or flat roof 3 0.7 outward ~lA Windward roof 1.11 Slope<9:12 4-0.7 outward Slope9:12to 12:12 0.4 inward 72-'1- Slope> 12:12 0.7 inward -zl? Wind parallel to ridge ~/.tY Enclosed structures ~ 0.7 outward Open structures 1 1.2 outward ??..(- Method 2 (Projected Area Method) On vertical projected area .fo.f" Structures 40 feet or 1.3 horizontal less in height any direction 43-7 Structures over 40 feet I . 4 horizontal in heighl any direction On horizontal projected area 'Z l·f Enclosed structure 0.7 upward Open strucrure 1 1.2 upward 37-4 Elements and Wall elements 3 j, 1-components All structures t. 1.2 inward Enclosed structures 7 1.1 outward 34.3 Open strucrures 1.6 outward 4Cf.9 Parapets g 1.3 inward or '-IO· r outward Roof elements Enclosed structures J4,3 Slope<9:12 ~ ... 1.1 outward Slope 9: I 2 to 12: 12 1.1 oUiward or 34,.3 0.8 inward 2.- Slope> 12:12 I . I outward or -54-J inward Open structures 1 --11"-'7 Slope<9:12 1.6 outward Slope 9: 12 to I 2:12 1.6 outward or 4~-9 . 0.8 inward 2'> Slope> 12: 12 I. 6 outward or 49, "7 1.1 inward --:<,4 7, Local areas at Wall comers 9 2.0 OUt\O:ard I ~2-4 discontinuities2 Canopies or overhangs a[ eaves I 81·+ or rakes lo 2.8 upward Roof ridges at ends of buildings or eaves and roof edges at /I I &f'3,(p building comers 3.0 upward Eaves or rJkes withoul overhangs away from building comers and ridges away from .;nds of building ll 2.0 upward t. "l-'f Cladding connections Add 0.5 w oulwJrd or up,.:ard C,1 for appropriale location 13-7 Chimneys. tanks Squar~ or n:ctan~ular 1.4 any direcuon and solid lov•ef\ lk;c;,a~onal or <lCtagonal I. I any direction __ _3_<1_,3 Round or ellipt1cal 0. X any din.:clion ::;1) Open-frame 02,4-lowers·' ..~, 2.0 any dircctton ~igns. llagpoks. lightp<.Jk,, minor 43.7 struclurcs I .4 any direction l REVISION I PAGE a ;:Jy2z liNDEPENDEN~EVIEWER/DATE IQA CATEGORY/ CODE CLASS ;(/ /,y' g.5 "21.; E'X~dSC/,2E"" t:!_ v-lr7f' ...Z:-/,,/)(' zo -90 1 40-60' /""O·/co' /Oc:J-/.J,;;/ :;)./ 3/.2-'".33.3 37.4 1(,.9 /CJJ' :Zo-o :;2. 3. 4- 23.7 27."3 21-1 '3 2. i' 23.7 ~ .., ~ ,.. / . ./ 2 9. I 32.f' 13-..J IS:& /&.~ 18.7 2.3 7 27-3 2 </. I -_,-;:, i 73.7 2?3 2.5 I ~~-:. ;- 4cJ,(; ~~-f -f'}. 9 56. 2. c;J. 7 50:7 _s-4 t,o.t 47.3 S'f.,c.. 68·2. u\".s 21-7 'l.? -3 2. "/. I 3 { .;' f-CJ. (.,. f'-·i f?i ~ ~t,.;l 4cJ.,% 4t:. 8' 4'1"1 50-2 37, 2.. 42.9 of::: 8' -S"I· S" . "14-.?.2.4 /...,,:, 0 G. -~.9 Lf)Jj ~();/ ')'-I 60-f. ' 37-2 42. '1 4.5-rf 5/.S .3 7. z. 42.0 4 ~-i' \-!· J 2."1 ",/ '-33. ~ ::.-+- 37-2 42.1 4s--c-S/·::- Sfl-~2.4-c:, C.,, .:;, 7'f-~; ..5-4 62-4-~&:,.u. -~. '/ ::2."7 31 2. ~3 3 :;; ) 0 q.- ~ I'Az; .rr / ... ;;.. u i"'·"l ~/.7 42,q 4~8 5;"1 ~7-fl 7i' ;:'J. z. 13-~ 14-'*' !CJ1-2 II (.. . .S I 3 ). jO/.f /17 /29-? /.:..::) . ...:. &>?& 7f ! 3-2 ,.-_ -t :. ::: 17-J S4-(, 5-t:z bS-) , 37·2 42.? 4 S"·;: f; . .) 2/ ~/, z.. 33-~ 3 7· 7' &?-C, 7J ,f J, 2. ,J;? / I ..,II.....,.,. 17.3 s-1, to. Sf,2 &J..J CA C L UL I ,J,O./W.O./CALCULATION NO. l REVISION l PAGE •501061 /5YoO/ ..s::-~c. / C) I! J/::2 r:t- ATION SHEET STONE & WEBSTER ENGINE:EHINI.:i t;UHPOHA IIUN PREPARER/DATE I REVIEWER I CHECKER /OATE -I INDEPENDENT REVIEWER/DATE jf), 1/, ;t41'/.sor.l IO-Z'j-f) S , 5 AI, c Q "'~A R..-. ~ 1,":2.__~,?-... -.. ~'J,JECT I TITLE I OA CATEGORY I COOE CLASS //Ld) (~,4(.)5 FC:hL ,i:t;Sif'}N tfi'ZI Te41~ tV/,4 la2 EDmON (tl<:k J 23-H 6.:;=2c- TABLE NO. 23-K-PRESSURE COEFFICIENTS (Cq) E~PoSli,Lc e ( r:;-r; 1 ~r SlliUCT1JAEOR .t::. lt'JO ..r:.: /./ . PART fflEAEOI' OESCRIPTlOH C• FAClOfl 0-20' ~0· '/0 i 'IO·<ho' thO ..'l10 I 10u -;so 1 Primary frames Method t (Normal Fora: Method) '28·7 3/ ~),C) 3t,z .t/3 and systems Windward wall 0.8 inward Leeward wall 0.5 Ot.UWMd 17-9 !tf, tj. '22.4 2 3~ 9 2 c..q Leeward roof or flat roof 0. 7 Qtllward ;;:Js·-1 J. 7-2. 3/.4 -::? 3. 4 'lt ,•,7 Windward roof 2r;l :n. 2.. 3/.4 33~9 37.7 Slope<9:12 0. 7 Otitward Slope9:12to 12:12 0.4 inward 14-:3 /5,[ J7.ti /1. I 21.\ Slope> 12:12 0.7 inward 2<;"",/ I 27-2 ;31.9 33.-r 3 l-7 Wind parallel to ridge 2s;/ I ;27.2 3;. 4-::?3.4 37.7 Enclosed Slllletures 0.7 out ... 'afd Open sUllctures 1 1.2 outward 13. 4 {,. {., 1""3. a C/. 'f c, ~. {.; Method 2 (Projeeted Area Method) On vertical projected a«:a 4&.7 '){).4 .Jtf,f--c,z.; 6CiCf Structures 40 feet or I . 3 horizontal less in height any direetion 5CJ-3 5"4. 3 t;,2.t ? (,, 1 Structures over 40 feet 1.4 horizontal 7S3 in height any direction On horizontal projected Mea :;.r, I ;}.).:2 33.4 3~--7 Enclosed SUlleture 0.7 upward 31.9 Open structure 1 1.2 upward .<J-1 ,(} 46-·h .s J, '1 ..j-), 'f ,;:.. ...... .._ Elements and Wall dements -/3-D f',c;.,(., .5-J,'? .s-?-7'-~4,(...,. components All struetures 1.2 inward =r= 4 c;:4 Enclosed structures 1.1 outward ~q.S" £!?, 7 ~2-C::::.. _Jt.f, z_ Open SUllCtures 1.6 outward 5 7-,_ 02. 7 /. 8" -; 1'.. \ /~ /,. l".uapets I .3 inward or .;'c,. 7 S'd· 'Jf f?-4-,;:;.z ·I 6:-'1· 9 outward Roof elements ' I Enclosed sllllctures ~'7.5 12-7 of ef,'f 52.~ S'1.Z Slope<9:12 1.1 OUt""afd Slope 9:12 to 12:12 1.1 outward or 3~·.1-"P-2·7 4~~ .S2.t,. S'/ . .2 0.8 inward zr,7 3/ :J.s-. 9 3?-Z. 4?. Slope> 12:12 1.1 outward or ?q.~ <;1,2.7 ..;re;:~ _;,-,.2. & :T-5 Z.. inward Open structures 1 -.5-:; • ..;z ~2 7/,tf 7 (,..J' ,ft., Slope<9:12 1.6 outward S!ope9:12to 12:12 1.6 outward or _..;-],., ~2 7/.tF ?~-S gr;, 0.8 inward 28',7 3/ ~ -.r,if. 2 ..;t·;J, _, Slope> 12:12 1.6 outward or ~7·.,. ""2 "'7k· rf"'r.J 1.1 in"-·ard :<:.'9.1"" '¥::2·7 ..t:;2,~ .;q, Local areas at Wall comers 2.0 outward 1 7/•K 7?. '2 ff'-f;f <j"..:,"",C,.. /07, c... discontinuities2 Canopies or overhangs at caves l /l S' /of. c, !3B.f /5'0-G,. or rakes 2.8 upward : 60, I 2.J. 7 Roof ridges at ends of buildings or caves and roof edges at I 07·7 /1~, c.; /39.7 /13, 'I' j{$/. ?-building comers 3.0 upward Eaves or r.tkcs without overhangs away from building comers I and ridges away from ends 71. f 77.2-0'1,8' 1S: (&, /{) 7. c... of building 2.0 upward Cladding connections Add 0. 5 lo nut ward <lf upward cq "'' ;tppropriatc location _5:..:;,3 5"4-3 ~z-o &,c:-.9 ?s-;3 Chimn.oys. tanks Square or rectangular 1.4 any dirccrinn _ and solid rower> J kxagonat or <lCla~ooa~ 1.1 any dircclion ... _3'7.1 9 2, 2 "9'9.4 ..:.-2-c, ~-,-::; : ' . ..:. Round or elliptical 0.!1 any dircction 21/'. 7 3/ 3.r.."7 ,_);:,;::. 43 Open-frame 7/,.J' 77,z K~8 '}J,(., / cJ ). c,. towers) ..a 1.0 any direct inn -· 'nS. flagpoks. ~htpolcs. minor -trucrurcs 1.4 any direction .rc;, 3 J,-f, 3 6 2,0 66-9 7J. 3 CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORA liON AS01061 PRI!PARI!R /OATE u ~~-J.--1/J so,./ -/tJ-2 tf -f .r SUBJECT/ TITLE WIU tJ t tl!V •..J.S }0 /Z l82 EDmON Ll . C. I J.O./W.O./ CALCULATION NO. ISSoo/ 5DC. I !REVIEWER /CHECkER /DATE ~ .s.·:J.w'<l!t·~~ 23-H TABLE NO. 23-H-PRESSURE COEFRCIENTS ( Cq) STRUCTUIIE OR MAT THEREOF DESCRIPTION Cq fi1IIC1'0R 6-2a 1 Primary frames Method I (Normal Force Method) Z7.7 and systems Windward wall 0.8 inward Leeward wall 0.5 outward !8(, Leeward roof or flat roof 0.7 outward 2~ Windward roof Slope<9:12 0.7 outward -zt. Slope 9:12to 12:12 0.4 inward ~ '1 Slope> 12:12 0.7 inward Wind pMallel to ridge 2'-Enclosed structures 0.7 outward Open structures I 1.2 outward -94.t, Method 2 (Projected Area Method) On vertical projected area Structures 40 feet or 1.3 horizontal 4rf.<f- less in height any direction Structures over 40 feet 1.4 horizontal s.z in height any direction On horiwntal projected are.~ Enclosed structure 0.7 upward 2~ Open structure I 1.2 upward "f.;J.t, Elements and Wall elements 4tf.~ components All structures 1.2 inward Enclosed structures 1.1 outward 4t:J.y Open structures 1.6 outward .s-'f.s Parapets 1.3 inward or 4!'-?-outward Roof elements Enclosed structures 4t?.9 Slope<9:12 I. I outward Slope 9: l2 to 12: 12 I. I out ward or ~c:l-'9 0.8 inward 2"1.7 Slope>12:l2 1.1 outward or inward 4.!2. '7 Open structures I -<t:J,J" Slope<9:12 I .6 outward Slope9:l2to 12:12 1.6 outward or .Jf.J 0.8 inward -:zt77 Slope> 12:12 1.6 outward or ! -r"i . .J 1.1 inward ' 4/'J. '7 Local areas at Wall corners 2.0 outward l 79-· 4- discontinuities2 Canopies or overhangs at eaves I or rakes 2.8 upward ! /CJ4.Z. Roof ridges at ends of buildings I or eaves and roof edges at ! 1// t. building corners 3.0 upward Eaves or rdkes wid10u1 overhangs I REVIS I ON I PAGE 0 ;1-o{ _;.. ~ 1tNOEPI!NOENT REVIEWI!R/OAT.E I,'}C,.~'~I - f QA CATEGORY I CODE CLASS ttl/>1 E-f?O'Sii/LE G d.:" 3/ -65 -p { f'::S ,c) v= II t". .z::: /~0 '"2iJ'-~ 6CJ~//Y_} IC)c1 1 • /l-c./ -; 2' 2 37. z I J tj 7 "'i·,:.. 2o.; 2 ?.Z 2.4 ,f ::. 7. '7' Zt?.Z 3 2.(,., 34 7 37/ 2t:Z :12"'~ .t.4, 7 gi!j, I //,./ IA.i4 ;;;.~ i :;z ,7. 1 /ff'.Z :.;:. :z,c, ~4--7 I 3"'1· I ZF:.Z 3 z, c.:.. 34·7 31· I I 41",-9 SS.8 51-f t;t.1 I ; SZ4 c. {),of. ~4.4-72. J" J~-~-(,S'/ I ~"f.;t. 7 ?. i 2?.2 32.C, 34. i -,,t;" ' _, i· I 41'4 :s-.;71' $"} . .I ' ., #'J / ?-t:f'-4 n-;? 51-!"" ::,1 44-3 S"IZ. Sf·'-t./4-- ~4-3' 7;. i;;/. _, 1.4 g'·1i 5'2.4 (, 0·.;:;. t,.,t. + /'2. ~' I I ' 44.3 512 )-.f,,::. / ' '41· ..... 4'1-.j . 5/..Z 514-t-. C:::./-4- ~2-2 ~7-'2. '?;7.7 4'1'· c::.. .tJI tl-.3 ~~-7 ~4:-z: 'dl.,£ ~fJ '?4 .• -/ 7t;. 1/-f1'. 3 d4·f 74.-::4 7<] ,f-. ..f' '!· 3 '$'2-Z 37· 2 .1 7. '1 I 4-'f• <;;.. ~"i'· 74..4 -;..; ·"t R'~j. j "jfof/1<,3 if'/.?. ,_~.II ~ ·.~ lf"(J·t:,. :?'3 q?,z. ///.& /1:2-t! /'3(), 2 !3!'-9 156--~ I !2tJJj /3'i.J /41'·? r6 7. Cf away from buildin1; corners ~~8tU• and ridges away from ends 13 7'72 I 11 . .;,.. of building 2.0 upward Cladding connections I Add 0.5 to outward ur upward ! C,1 l(or appropriat.; locatiun £2 .)/;-</ ~5,1 &1.4 7r. 1 Chimneys. tanks Squar.: or rectangular I , ~ any direction _ and solid tuwcr; Hexagonal or octagonal I. l any direction __ 4o-1 44.? J-;.;. ..)4.C:.. 6/ ..;J- Round or elliptical 0.8 any direction 77!.7 ~2.2 "?72 J<'j, 1 4 ;t. &> Op.:n-framc 74-4-8(),t, 93 f9.3 /1/-J towers-' ..t :!.0 any direction - "igns. llagpoks. I laghtpolcs. minor .:tz, j,t.,?j ~I 6-J,f-7 t: i structures 1.4 any direction CALCULATIO SH T I J.D./W.O./CALCULATION NO. I REV~ION I PAGE &5010.61 r..;,-s-tJo/ ..,5l)C.I I' cJ I .:2-z.- N EE STONE & WEBSTER ENGINEERING CORPUHA liON PREPARER /DATE N/r/ ;t-/!'V soJ lo-zgo-l'f I REVIEWER /CH~C~ER /DATE S. 'S. '-i . .S 71 ~ ,... A r<_ 1 I.; 'e, .~ G I INDEPENDENT ~VIEWER/DATE ( l«>UBJECT I TITLE I QA CATEGORY I CODE CLASS (/!,(/{) ttJ.Nt)5 Fo-t .a=5/($A./ t1 /2/ ,rZ::P:' 1 ,..: t11//l :l82 EDITION 1/ c:' C. 23-H TABLE NO. 23-H--PRESSURE COEFFICIENTS (Cq) E~ Po:: u <' E c b 5 =-3 f STRUCTURE Ofl v:::. /.'C. HI"# .,J;: = l·r PIUrr THEREOF cescftlf'l'IOtl C• FAC'IQR 0-2.d .l.O -C/O I <::;/0-(c,o I (-:>0-;oo r /()()-t';.:.)' Primary frames Method I (Normal Force Method) 31·2 37 42.t <ff. c, 51·<1-and systems Windward wail 0.8 inward Leeward wall 0.5 outward '2 f, 4-23· 2 2&-8' 2 ff . ..r-32.. I Leeward roof or flat roof 0.7 outward 3o 32.4 ~7.4 3 9. q 44.'1 Windward roof ..]0 3Z.. 4-3?. 4-37. 9 4'1· '? Slope<9:12 0.7 outward Slope 9:12 to 12:12 0.4 inward n.; Jf.r .2 /. 4-2 "2. tf '2~-7 Slope> 12:12 0.7 inward ':Sn '32.</--=?./. 4 .... c:. 'i 44.'; Wind parallel to ridge 3o 32. 4-3-;.1-3<1.<7 44'·1 Enclosed structures 0.7 outward Open structures 1 1.2 outward ,-;..r;.. 55: 4> 64-2 6?.4 77 Method 2 (Projected Area Method) On vertical projected area 5St(p C.o. 2-(, 'f. (p 74.1 p '· 4 Struc!Ures 40 feet or 1.3 horizontal less in height any direction S'f.CJ {, .;.. 0 74.7 7Ci.J' cf c;.Cj Structures over 40 feet I .4 horizontal in height any direction On horizontal projected area 3() 3 2.'f 37-4 31·'7 44? Enclosed structure 0.7 upward Open structure t 1.2 upward .S/.4 s-s:."' '~z t:.t . .tf ?7 Elements and Wall elements s;,¢ ,q, 2. (e, y, -9 -; -..... components All structures 1.2 inward IS: c... I I Enclosed structures 1.1 outward 47 so. "J ).f"·.f 62 7 /.;) '-Open strucrures 1.6 outward ?.R.9 7"f o{'·c, "';f/.~ /02,"/ Parapets 1.3 inward or rr.~ t:.a, z. t::, c;, b 7 q.., J ;:;. '7-outward Roof elements f Enclosed structures 47. so.c; Sf.! tl.7 /CJ. & Slope<9:12 I I outward Slope 9:12to 12:12 I. ( outward or 4) )0.9 jf·t' bZ·7 70 6. 0.8 inward '!A·· t. ·s7 42·11' .,rs, (... ._5/.,.. Slope> 12:12 1.1 outward or 9-J i-o.? Stf'.tf' /...?./ 7o.c... inward Open structures I ~ tf,'l 74-tJ--:c, q ;, 2.. /{..72...7 Slope<9:12 1.6 outward Slope 9:12to 12:12 1.6 outward or 0¥.1-74-!J.J.(,; 'P·Z.. /{}2 .• 7 0.8 inward 3'7,2 31 42,.f "? .r; c., .5-/; .¢ Slope> 12:12 1.6 outward or .?...F. <,/ "'74' ;-~ . .::;.. "f'/, L /02-7 1.1 inward 4 -,.-,, q CR.R L<:<Z· 7 70·& Local areas at Wall corners 2.0 outward I ;{" (.., q z, (,.. !b 7 l!"l I 2F'i discontinuities2 Canopies or overhangs at eaves ' I /;Ci.! l'l...tf.G, I -1 fiJI ;s&J. c.. /7 7.? or rakes 2.8 upward ' Roof ridges at ends of buildings i or eaves and roof edges at ' !2f'f /3R.Cj / r.,o,.f !71 ;'fz.r_, building comers 3.0 upward t !::aves or rakes without overhangs away from building comers and ridges away from ends rF~·" '72 '" /i)J I I 4-128.4 of building 2.0 upward Claddinc connections t\dd 0. 5 to outward or upward i cq f<>C appropriate location _Lq.'j t, ¢.j 74.7 71.6' t.f 7, '1 Chimn.:ys. tanls S'luar.: or rectangular I. J any dircc1ion _ and solid towers fkxagonal or ()('(agonal I . I any din:ction __ _17 j(). '! r.f,<:f 62·7 7o. t- Round or elliptical 0.!! any din:ction ?.4' .2. '37 42..f 4S·& 5 ,.. . .,:. Opcn-fr.Jmc tf(d/ 12-C.. /c) 1 /14-/~?. 4 (O\"'crs"' 4 2.0 any dircction !;;igns. tlagpoks. 'ightpoks. minor s-1.c; r: ¢,g -;4, '9 -;r;.f-<f) 7 .;tructurcs 1.4 any direction CALCULATION SHEET &501061 PREPARER /DATE m /Q.4s-C!,J SUBJECT/ TITLE STONE & WEBSTER ENGINEERING CORPORATION I J.O./W.O./ CA~CULATION NO. /Ssoo /Soc-I ' REVIS! ON I PAQE 0 14/-::2 z ,jiNDEPENOENT REVIEWER/DATE 6'J - )(_#,,,/ £<::~Ah -~r LJI!!.:-1' ;, c;:.., f'...-,-1·..._ lOA CATEGORY I CODE CLASS N/,;tJ l2EDtTION 23-H TABLE NO. 23-H---PRESSURE COEFfiCIENTS (Cq) 6s=37 STROCTURE Ofl PIUIT THEREOF Primary frames and systems Elements and components Local areas at discontinuities2 01imn..:ys. !anl.:s and wlid tow..:n Op.:n-fr.1mc tow-ers·'"' <;igns. nagpoks. lightpoks. minor structures Method I (Nonnal Foroe Metbod) Windward wall Loewaro wall Loewaro roof OC' flat roof Windward roof Slope<9:12 Slope 9:12to 12:12 Slope> 12:12 Wrnd parallel to ridge Enclosed struCIUR:S Open structun:s 1 Method 2 (Projected Area Method) On vertical projected an:a Slructun::s 40 feet or less in height Sl.n.lctun::s over 40 feet in height On hori:z:onul projected area Enclosed strueture Open structure' Wall elements All Sl.n.ICIUR:S Enclosed structun::s Open~rcs Parapets Roof elements Enclosed structures Slope<9:12 Slope 9:12 to 12:12 Slope> 12: 12 Open structures I Slope<9:12 Slope 9:12to 12:12 Slope>l2:12 Wall comers Canopies or overhangs at eaves or rakes Roof ridges at ends of buildings or eaves and roof edges at building comers Eave.~ or r.!la:s without overhangs away from building comers and ridges aWd)' from ends of building Claddine. connections Add 0.5 to out"-·4rd or upw4rd C 'I f<1r appropriate location Squar~ or reclancular lk.,ag<~nal or octagonal Round or elliptical 1.3 horizontal 57· 7 ~ z . .J 72-2 77 ~.:.' ~ any direction --t--=--'--'---+-'::;....;-=---1---":......::;;;__-t--..t......L.---+--=;..,:;:.__;;: __ 1.4 horizontal -;-=/ll-=2=--=2.-t--.;::;.~_7_,· 3::;_,_---'it----'-7-'7-· 7---lf---->8"'-.2:o.:.J_._l_-t---'9..::J:_' -=z~ any direction 0.7 upward 1.2 upward j-J.3 S7· 7 ~t ·?. 71 1.2 inward 5 J.3 ,:;-·n ~ c:;;..? I I 7 "f, 1 Ll outward 4!-f' 52-1 t:-I ~-S: I 7 3'-3 1.6 OUiward -+."'* /.L.;/:::::;--+-7~7!-.:---t-~.?~.!'~-~ 6-+~q:::"t:::':...' 7c__+-,.::_/~U~·U (.:;!..;_•"" c..:..!::.. ~;=ardor 57·7 c;.z.r 7Z-"L 77 c·c..L.. Ll outward I. I ou1ward or 0.8 inward I. I outward or inward 1.6 oulward I . 6 outward or 0.8 inward 1.6 outward or I, I inward 2.0outward 2.8 upward 3.0 upward 2.0 upward 4-f.t' 7/ 77 7/ 71 77 ! 124.3 1347 I I 133. 2. 1443 ' ";. C..S·I 733 t,l &..J. I 4 7-4- v/ £..'>-·I Ill /HZ JkJ.T /jfi:,._) /77-(., /II /33· 2. 1.4 any din:c1ion -l---=1,.,::?:...'--,Z=-+-t.=--7.-=·3=----t--7.!.....:...7_. 7L--+-i.-';'-'.J.1-'-t--'1_?_2 __ I . I any dirccti<ln -t--~~(;":;:4 tf·· "';;f;--j---'""S~l-c-:"f;...---'r---3&"r:f;r/--;r--+--:(;,T...J:~, /;--f---::7,.~::-·-;:3:=----1 0.8 any direction -;---3-... ' . .s-:'-''-'("'---t---'3<=-d.;..•• 5....__-t-_4...__,: "''-'-''-L-4-_+..;:.4z._:7:...' 4-:z:__-+.....;::..5:::.:: ... ~--s_ 2.0 any dirccti<m -l--~~~t.,;.''..::.g----:i--+1~~t-=·Z::...-.-+--wl', 1;_,;.1_----1__,1....;.1.!:../-_,• .tf::.___-+-.:...;1 3~3-=:..=--· 77-7 7'3. 2.. I A any direction -.. ___ ....._ _ _:_ __ __ STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET I J.O./W. 0./ CALCULATION NO. I REVISI~N I PAGE .. 5()10 61 /SS"OC) /::DC · I /{ J/'J-2- PREPARER /DATE I REVI~W!Rf.CHECKER /DATE ! . /I INDEPENDENT REVIEWER/DATE /?//.71/1/Sc::J Ai -· -, . . &lt._.:.:_,Az' ·2g,;_i0 ~ 'BJECT /TITLE I QA CATEGORY I CODE CLASS 1//A/.0 COAl£)$ Fd~ ~ :::-/ <'5-v' C ..-.1, rC4 •"" ,J/1() 12EDmON 23·H TABLE NO. 23-K-PRESSURE COEFFICIENTS (Cq) Ex?a.:::V'r.Jc c Zs = 37 STRUCTURE Oft -/:z?f,...;p..., ...:;::: /. /.s FIUIT THEREOf' oescRIP110fl C4 FACTOR C'J·-.zo 'ZCJ-~0 ao-d.-<:7 ~CJ-/c:J<:l /00-1_,-c:;J Primary ft2meS Method 1 (Normal FOOx Method) 4-<J.& 44.3 S! 54.) C,J. 3 and sy:s1ems Windward wall 0.8 inward Leeward wall 0.5 outward 2.S:.~ '2. 7. t' ... 32 ~4-33--3 Leeward roof or flat roof 0.7 outward 3.S.! 3%:if 44.~ 47-& 53-& Windward roof s \.X' "?X'.R' #-C., 4).& .;? Slope<9:12 0.7 outward .;... SloP" 9: 12 to 12:12 OA inw;u-d -:2 /'). <"" "2.? -z<:. ("' '1.1.1.. 30.(., SloP"> 12:12 0.7 inward 7, .-. ;--":? Ji?. X' 4¢.-z.. 4?.r,.,. I~?'- Wind parallel to ridge ?("'.Y :3R·R 49-c-4/.(.eo -~;} ~ Enclosed struaUfes 0.7 outward OP"n structures I 1.2 outward ~1-3 (, c,. 4-7r...r ... &>.7 Cj /, 1' MethOO 2 (Projected Area Method) On vertical projected area /:,({,.~ 7/.9 83 £f.(., '17. {., Structures 40 feet or 1.3 horizontal less in height any dim:tion 7/.:r Structures over 40 feet 1.4 horizontal 77.4 8'1.4 c;c 3 1;27. z in height any direction On horizontal projected 3TC3 '3 J-. 5-38'·8' 4~t..; ::/]t.., Enclosed structure 0.7 upward 4 7-'- OP"n structUre 1 1.2 upward &13 (,r;,. 4-7G... " ;=!. 7 7> 7 ( Elemenls and Wall elements t:/.3 /'1 7 7> 9 components All structures L2 inward t:,~."" 7c;..c, Enclosed structures 1.1 outward 5&./ C>OS' 70· 2 74. c; -5'<1-3 ~ ~tructures 1.6outward ~/. 7 51!' ,c_ /n2. / /c:J.?,q /:l?... / ParaiJ"IS 1.3 inw;u-d or c;",¢ 7/-;2/ ~ 5" ,f', G 9LJ. ~ outward Roof elements ' I Enclosed su-uctures SIOIJ"<9:12 1.1 outward .§c,./ r.:;;c?-.-P 7o-z. 7¢. "? <f"J::O . -- SloP" 9:12 to 12:12 1.1 outw;u-d or ..,-(6./ ~o-!' ?c:?-2 74·7 ,? .• kj 0.8 inward 4a.r ??-3 \-/ s.;.r ~'3 Slope> 12:12 1.1 outward or S&./ ;;::; c.:R· 7.::i.2.. ??-·""' ,.,.;.:-~ · .• inward OP"n su-uctures 1 ~ 8'1-7 k 8'-/~ /l"l2.1 /6t:Ci !2?. G., SloiJ"<9:12 1.6 outward SloP" 9:12 to 12:12 1.6 outward or 8/-'7 #R ... c, /02./ /.:;?,f". C) ;;;:.;.,., .-... 0.8 inward 11~.( -1-t~-3 '{'/ "'4 r ..,/ 3 SloP"> 12:12 I .6 outward or 8/·7 .88.~ /O:Z, / /c'?/,""j' /ZZ 1.1 inward ,...r-. / ~/J.JI" 7J.2 ~..i. '? ,:5'..::7, ? Local ;u-eas at Wall comers 2.0outward /()2./ //t:),t'A /27.7 13, 2 II3.'2. discontinuities2 Canopies or overhangs at eaves 15"4.9 /CJo.7 or rakes 2.8 upward ' /"11'2· .-; /7d'·7 '/;4.S Roof ridges at ends of buildings ! or eaves and roof cdges a1 I building comers 3.0 upward l /J"3.Z jc£. '1 I '11. 5 '2o4-2 /,; ::·'1 ; £ave< or rdkes without overhangs l away from building comers anJ ridges away from ends It/?./ //(/,{, /2? 7 13~· 2 l..f _;, "2.. ofbuil<iing 2.0 upwarJ CtadJin g connections I AJd 0. 5 to ootward or upwarJ c,l l(>r appropriate location 7/.} 77.'/ rf''f.'/ 9J. 3 /()7. z. Otimn1.!'ys~ unks S~uarco or ret:caogular I A any dir.:ction anJ wlid towch I k.~agonal or oc(agooal I. I any <.lir.:ctiun ~c. -1 bt.J' ; 70-Z-74.1 .; .,, 3 Round or ellirtical 0.8 any dircctiun ..:ftJ,t' 4-4.] 5'7 -.) .,., f 6 1·5 Opcn-fr~ntc towers·' .z 1.0 any dircctiun IOZ·I J/tl. (, t?.?. 7 I .f /h. '2.. I{ 1 !. -:t:ns. lhgpoks. ightpoh:s. minor 7/.f' 77-</ ff.t 7J..J !u/ 2 . structures 1.4 any dir.:ction ---.. CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION I J.O./W.O./CALCULATION NO. I REVIS I ON I PAGE .t.5D10.61 1::3-oo /52'.::::::.-/ o 1~/ ;;:/"2 PREPARER/DATE IREVIEWER/CHEC·K· ER/DATE !INDEPENDENT REVIEWER/DATE f"f,;/,!VfAJSotJ /.:1-2 9 -f'f' S, !.S.l\ 1;:1 !<._J.l A~1 1 • :::?..? • .;:c. - SU8,JECT /TITLE 1 QA CATEGORY I CODE CLASS UI!AI() ttJII)O'S F()t:l lJCSit7•v (!£; reeuJ I A//~ L'e -J.J = C'e Ct. fs ; .. .. .. ·~ t/t::,q II! E t 1-'~s ~ 4.1! 1.1 v-:::.;;o~/~/-1' 5s:::3J V:-:fl'p#..VH !.f..r~ .2~-J/=120HP.f/ .s:: 37 --· ···-·-~------ ( f'r) .r"'/-Cl .£':/./5 f-=.40 .:r:;/S' Z::: ,(} I _z-,.;..r i -r I (7-2cJ tJ.? 21· 7 ~0 ts-~ /82 1' 20-'1 3 z: 9 ~6 zq, y c~) 2o-1o {).8 2.11 2. g' . .f' '2.0-8 23. '7 27-4> . 34-{.; "'h.J-~0 /.(.) 31 35 /.p '2&. '2 '7/j 37 4-z.c.. tco-/oo 1 I 3f,/ ]?.1-18.~ 32.9 tf-(7, 7 ,P~.R /c:JO-/.:;-o /-3 1-03 16-3 ]3.!" 3 8'-7 f,&.j : .;)-:s;3 ;:;o-..Zoo 1-4 13.1-4'1.9 3(P.1 fPl .5 ;,6" 5'1-t,P :2oo·Jaa 1-t:. I 4'2{, 57 .f/(, 1-J,J' 59-2 !J,d'-1 3 00-1'00 ;.a I J:f.l" ~4-Z .ft,,( j-3.! {, 6· (J, 7 !.,. " I I CALCULATIO I J.D./W.O./CALCULATION NO. I R£VI8~N l PAGE &5010,61 /55'00/ 5 £>C../ I? J/ z-z N SHEET STON£ & WEBSTER ENGINEERING CORPORATION IPR£PAR£R /DATE ,V/1( /Y) !J.S Q IV /0-29-$£ I REVIEWER /CHECKER /DATE S r'Cr ~\. SD ~',..\). ~' ~ ,:_f:,[r;i 'INDEPENDENT R~EWER/DATE JBJECT I TITLE I QA CATEGORY I COO£ CLASS j{//A/t} ttJ/1/!) ::r HJ/2 iJCf/tjA/ e'e' / /C::"/2/""' /IIMJ 982EOITION 23-H TABLE NO. 23-H-PRESSURE COEFFICIENTS (Cq) fs::: 26 E/?c/St.//2..: 8 STRUCTURE OR v= /0(; /"7P# ..r: = /<0 MRf THEREOF OESCft!PTIOH C~FAClUR 0-Z.:::, '20-¢-CI .,zo -~o ~C)-/00 /.:_)0-' I cJ Primary frames Method I (Noc:mal Foro: Method) II·{, I l;,tt;. 2tJ.! 'I! 2· 9 2?. and systems Windward wall 0.8 inward Lxwacd wall 0.5outward q.j ;0.1-13 113 lt.. i Leeward roof or Oat roof 0.7 outward /2,7 /Ji· 4-It: Z .zo 23.7 Windward roof 1'2·7 I¢, t-lcf. 2 2o 23.7 Slope<9:12 0.7 outward Slope 9:12to 12:12 0.4 inward 7.3 g',"j /0.4-/ld"-/3·\ Slope> 12:12 0.7 inward /2,7 ;~,,:;,. /A? Zo 2?.7 ' Wind parallel to ridge Enclosed Slructure:s 0.7 outward ;2,7 ;4, c.. /&'", z. 2o 2=I 7 Open structures I 1.2 outward z;.f zs-3/.Z 34.3 .f(J.(p, Method 2 (Projected Area Method) On vertical projected are.t :2 3.7 27 33.g 37-2 '/'3.9 S!ructures 40 feet or 1.3 horizontal less in height any direction 2.S:S" I '!"1-1 ?t:-·4 40 Structures over 40 feet I. 4 horizontal ..,. ;. 3 in height any direction On horizontal projected area /2·7 Fit? j<f'.Z-~0 73.7 Enclosed structure 0.7 upward Open structUre I 1.2 upW3Id Z/ . .f 21 31· 2. 3 ,P,3 ./a.;., Elements and Wall clements ..2/-~ zr 3/.2.. 39--3 ..jo,(.,. components All structures 1.2 inward Enclosed slructures 1.1 outward ~0 z2.e .Zf.c;, 3! . .:) 57. 2. Open slruaures 1.6 OUtW3Id '2.9·1 3 j.3 4/·u 45;!? , "'4· I Parapets I. 3 inward or 23-7 27 33,5? ':?7 2 43."9 outward Roof elements ' Enclosed slructurcs 2/'J 22-.f 2..(",""" ~~-r 572 Slope<9:12 I . I outward Slope 9:12 to 12:12 1.1 outward or 2(::; 22·1' ';;.$· (.,:, .?/.) :;;-1 ? .. ,_ 0.8 inward f4,r:, /&.,/~ 2c:J,_.{[ :22·7 ..., -I Slope>12:12 I. I outward or 2_Q 24 .,p 2{'.~ 3/s ;;-, ""' inward Open structures I ~ -;?"f, / ?3. 3 4/.t.. 4.5-: tf :+~! Slope<9:12 1.6 outward Slope 9:12 to 12:12 1.6 outward or 2.9-1 33.? .r.f j. c,.. 4.s-.r _5-.,l./ 0.8 inward /4.(., /~.c., 2t::J, X' ;)..2,9 Z' Slope>12:12 1.6 outward or '2-"'f. / 33. 2.. -'II·~ .., s' . t:f' --.;::. / 1.1 inward 2./'7' "2-z .Lf 'Z g>, .:4 3/·J '"?_,. "7 Local areas at Wall comers 2.0 outward ~~--~-.P/. t;, I2-57· Z-l,..yl''!, (.; disconrinuities :z Canopies or overhangs at eaves 7l·i' [o, 1 1...1· fL. or rakes 2.8 upward $) J-~z Roof ridges at ends of buildings ' or eaves and roof edges at s--4.t, c,. z. f 71' J?f',f /!) 1.4 building comers 3.0 upward Eaves or rak~ without overhangs ~~'" I away from buildin~ comers I and ridges away from ends 11& sz.. ~-7-z t.?.t.. of building: 2.0 upward Cladding connections I Add 0.5 to outward or upward C, for •rrropriatc location __'l_i-: J Z'f.f .)(,. 1 40 "17..3 Oumncy'. tanks Square-or rectJo~ular I A any dirccti<>n and s.olld lowers I k.'(ago.•nal f'f octagonal I . I any d.rection __ 20 7...ZJJ -z f'·"' 31-.) 37/Z Round or dl•ptical O.l! any direction 14/te. /~.(., 2L;,g-2.2, 9 27 Op.:n·framc -:Jt:-.4 4;,t, .J-2-S7·L .i,. 1· -tov.-crs 1 .~. :!.0 any direction ;:ns. fbgpok~, ~J. iL_j __ 3r;.tJ h!:!tupoks, nHnor 4f0 77,3 slructurcs 1.4 any direCtion CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION J.D./W.O./CALCULATION NO. REVISION . 45010 61 ;.J'3ao / ::;;;-z;e-. / {} PftEPARER/DATE /ftf lt-1//ScJN REVIEWER /CHECkER /DATE , : . '? , i.A , ~ ' \..~ A ,!;(_ ' SUBJECT I TITLE QA CATEGORY/ CODE CLASS /fi/A./(} {t),-v(}S HJr2 t)c.J'/6A./ c:},e/Tciit/~ IY/--" 1982EOITION (!/d{" / 23-H TABLE NO. 23-K-PRESSURE COEFRCIENTS (Cqo) Ex~osudc g bJ::2&. STRUCTURE OR v:: /I'! mPH ~= //5 111\RT THEREOF DESCfliP'f'ION c.~ tJ-2o 1 2-o-VcJ I 'Ia-c;a 1 &o -/u<:> IO<J -/.1 J Primary frames Method l (Nonnal Foo:e MetOOd) 1~-7 /1·1 23. tj 2t,. 5 3;. I and systems Windward wall 0.8 inward Leeward wall 0.5 outward Jo.+ /t.. /5 ;/,.. 4 I rt. 4- leeward roof or flat roof 0.7 outward /4.(., 111-7 '2.0.'7 23 ;2. 7-2 Windward roof ;4. c, I¢. 7 2o.?/ 23 27 z Slope<9:12 0.7outward ' Slope9:12to 12:12 0.4 inward £? . .;.. q.(, IP. /3-2 ;s-, (.., i I Slope> 12: I 2 0.7 inward Jtf,~ ;t,. 7 '2-{),"J 2.3 7.7. z Wind parallel 10 ridge ltfl,t, 16-7 zo,"f Z3 )_ 7. 'Z Enclosed Structures 0.7 outward Open· structures 1 1.2 outward 2S:I 23'. 7 3.5:1 37-.J +,·...., ~:..,. I Method 2 (Projected Area Method) On venical proj.xted area Z7·2 3 /.) 38'. 9 1ZF so.~ l Strue!Ures 4() feet or l.J horizontal less in height any din:ctiOfl 33.5 .:;.;. '1 ./f(,, J Structures over 4() feet 1.4 horizontal Z1.3 ..;-"1·5 in height any direction On horizontal projected area /11.1, /(,,7 2-o.? l3 '27 : Enclosed structure 0.7 upward Open structure I 1.2 upward Z),/ 21?-7 3s-. '1 '31.J' 4-t.' 7 Elements and Wall elements 2{,7 3J: t:j 3.C.-f-G,· 7 components All structures 1.2 inward -zJ. I .j Enclosed structures 1.1 outward '2.3 2.t. 3 33 3c..z 1'2-t Open structure5 1.6 outward :3 3.4 3a'.Z 4-7. 3' 52. C. <'7 .... ..:,. l"arapets I. 3 inward or 27. 7. 3/, I 3f',CJ 42-!? s-o/.;, outward Roof elements I ' Enclosed sU'Uctures 23 2~-3 3'3 3G.·Z "'/2.,{ Slope<9:12 1.1 outward Slope9:12!o 12:12 , 1.1 ou1ward or Z:? 2t:-3 =?~ 3b.Z 42·2 . 0.8 inward /~, 7 /9, I z...~.r. zt . .3 'jj, / Slope> 12:12 1.1 outward or z:::z, z.::,;;. 3 3_'3 ':\£.,.2 .:f-2· c inward Open S!ructures 1 ' 3'3.4 3t"-z.. -ff-7-tf s z," / .., ., Slope<9:I2 1.6 outward tP>'i..'""" Slope 9:12 to 12:12 I .6 outward or 33.4 3r-z. 4-7· ~ S2·?-6.--1 "'/ z.... 0.8 inward /fb. 7 /7· /. 23.'1' 7.?-~ I "'2:/) Slope> 12:12 1.6 outward or .,3,Q.. .Jir,L 42-1? ~2-~ £..Z.? 1.1 inward 7~ Z.~-.:3 ~~ <;~ z ""-':'/ Local areas at WM+ooomcrs 2.0 outward -tl /.-,f .-J/.3 5"'1·2 /:. '(", t" 77-i discOnlinuitics"z ~~nopi-;;s or overhangs at eaves S!·f ~,,.q 8 3 7 &?,/ !Ol/1 or rakes 2.8 upward Roof ridges at ends of buildings or eaves and roof edges at t.Z.J 71·7 rfj.] 1~7 II/,. I building comers 3.0 upward Eaves or rakes without overhangs away from building corners and ridges away from ends 1-lt 47-t s 1-t' c,..)·.:r 77.J' of huildong 2.0 upwartl I CladJm;; connections A<ld 0. 5 to outward or upward c(, tor <tppropriatt.: location _lJ_2 31.) .e:J;,f <ft,.J .S"''J Otimocy~. tanks Squ.art: ur rcctan,guf.1r lA any direction and soltd tov.l.."rS i kx~ig<mal or octagonal I I any direction 23 zc,.J 33 3t.. z -fZ,g Round m elliptical 0.!1 any direction I~ 7 I c;~t 231 '7 ?,(,, 3 3/.t Open-frame 4J,f 47-f j-1.f tri 77-i tuv.·cp; ~ -1 :!.0 any dircc1i<ln Signs. tbgpok'. lightpok~. minor 2 ftJ ']'3.) 1t1_ f t,, I S'4-.) ~trlKturcs 1.4 any direction -- CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION A501061 I J.O./W.O./ CALCULATION NO. ;ssoo/ svc. / ' REVISION I PAG~ 0 !tfC/2-7...- PREPARER /DATE 1'-'11! /•i /J:!) ,J 'UBJECT I TITLE 'INDEPENDENT ~VIEWER/DATE . /IJ/A/0 ~tJ,Nu..: F0<2 t'A:::, f5 tV' C'£2 / iC'ff? II'J 1 QA CATEGO,RY / CODE CLASS #/l't ~2EomoN (wee) 23-H TABLE NO. 23-H-PRESSURE COEFACIENTS (Cq) STIIUCTUR€ Ofl AUIT TH€R€0F Primary frames and systems Elements and compoocnts Local areas at discontinuitics2 01imncys.. tanks anJ '\Ottd (OI.A."CT~ Opcn·fr:mt<: lowers-\ ... -i,:ns. lhgpoks. ltghrpok<;. nlinor -:.trui;Curcs Method l (Norm.al Foox Method) Windwardwall ? Leeward wall )' Leeward roof or flat roof > Windward roof Slope<9:12 Slope9:12to 12:12 Slope> 12:12 Wind parallel to ridge Enclosed structures ;>- Open structures 1 Method 2 (Projcded Area Method) On vertical projected area Structures 40 fcct or less in height Structures over 40 f CC1 in height On horizontal projected area Enclosed structure Open slructurel Wall elements All structures Enclosed structures Open structures Parapets Roof elements Enclosed strucmres Slope<9:12 Slope 9:12 to 12:12 Slope> 12:12 Open strucmrcs 1 Slope<9:12 Slope 9:12 to 12:12 Slope>l2:l2 Wall comers Canopies or overhangs at caves or rakes Roof ridges at ends of buildings or eaves and roof edges at building comers E.aves. or rJkC:s wirhoot overhangs away from buildin~ comers and rldccs awa\· from ends of building ' ClaJJinl! connection;; Add 0.5 to outward or upward C, 1 l(or appropriate location Squ;,r~ ur rcctaogubr Hc.\a~oua' or octagonal Round or cllipllcal .. _, __ 0·2u 0.8inward /7·lf jt'j.{ :24,% '2-7·3 32.2. 0. 5 outward. --t-~ /10.:..!!' !c___..-1-.r_, 1.2E..·~4L_---.j:.__.!./:..,5~-; sc<!_-~..L..L.j?.:_· -=---+-.1!!.'2,....~ a~· 2.~ o.7 outward --+~lr-' t'!::..!Z~-+-'/:....!7-~· 4:r;___l--i!:::..f..:.2/.-'-7_1--Z""-3>£..·:.-· 9£__---+-___J=:2.1./....:__, g-.. :::::2.~ 0.7 outward ---+~/.j;.:-'..;.Z..=---t---!,./~74f._-+__;2;_,!;.L;-7--+--=2::....:1:;,..'~q'---+---!;2"7-·· C"-.~-!!Z.=-· ----1 0.4inward g',(, Q,l!'/ 17,f /?,t'-, f(p.j 0.7 inward /S, 2_ ;7, 4-2. I.-; 7 '?, CJ 7?,:. 0.7 outward --+--'-I.:,.'S:.:...'~ Z__,__'-117...:.··..z¢-=--.-+~.Z,L..:;,,-'-. 7:_._-+--'='Z.::::.:1.:....· 7.'----l----'""'::::..-:>t::_Y:....:· -=-· -+ 1.2 outward --t--=:2=--t:.-f--"'2:-!'f~· (!'...,_-+-"""-j'Jc 7,,'-"'Z:...._-+-_.:.4-'-0~· Cjl---1--~ 46'...:..:, 4~ 0.7 upward 1.2 upward 1.1 outward I. I outward or 0.8 inward l . I outward or inward 1.6 outward I. 6 outward or 0.8 inward I. 6 out ward or 1.1 inward 2.0 outward 2.8 upward 3.0 upward 2.0 upward 17.4 a?-z 1 7 2 3.c; 2 r. z_ ' 3? . ...) 2.7.3 ~I /~ . .! ,;: 2':. ~I ? l·r 1 :2-7.3 1/ z. g /tJ2.3 !2o.'7 &2 ~8.z 2.0 ;my direction -l--'./~.1~'.:..-f _ _,__.:;.J£·:....· .:..If:...'.:::"=-· _-J_-fd.6-~..::::Z:.__+_::::&.:....(;::_"_:.·..::i::...' -+~;.::tJ..:.'...:G.=.__ l .4 any direction CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION J J.O./W.O./CAL.CUL.ATION NO. I REV lSI ON I PAGE ;SSOO/ 5Z/C·/ C) 'h:J I ::;2. ~ PREPARER /DATE .£/e .tf./..<lso,..J SUBJECT I TITLE Jf//4/lJ ~t?4tlS ;::i:P2 iJcS:/61\1 C'IC;T£r(1t4 IQA CATEGORY I COOE CLASS #1/.J J82EDITION (t~C) 23-H TABLE NO. 23-a--PRESSURE COEFACIENTS ( Ccr) b.S-:)1 E K?o...:-u-, .:" 8 STRUCTURE OR v:::. It'. WPH ..I:'-/. /.~ IWn TliEREOF OESCRIPT10H c4 f'AClOR o-2.;;:> / Z.(> -.tf<.l I ,YO-&.c..'' ~-,tc1()"' .-' < ~-tJ ... ' ""I Primary frames Method I (Normal Force Method) '2-t:J 2'2.g' 2?-S 3 /. 4 37 and systems Windward wall 0.8 inward Leeward wall 0.5 outward 12J' /.f.z. 17·8' I Cf.t.. 23. 2. Leeward roof or flat roof 0.7 outward 17·5' '2.0 '2~1 27.4 32·4 Windward roof /? . .f :zo 29.y 27.4 3 2.1-Slope<9:12 0.7 outward Slope9:12 to 12:12 0.4 inward /() ;/.4 f.I,Z., ;..;-. 7 lrf·( Slope> 12:12 0.7 inward 17-[ '2a '2.4.q 27·4 32.4 Wind parallel to ridge 17-r :;..u 2./-. 1 ,).7·""--" Enclo~ Slnlctures 0.7 outward ~· ·~ii ...... Open suuctures l 1.2 outward 30 34.Z 42.7 "17 SS,;., Method 2 (Projected Area Method) On vertical projected area 32-f 37 -f{,. 3 51 t.o. 2 Suuctures 40 feet or 1.3 horizontal less in height any din::clioo 31.1 11.~ S4.f &4·t Suuctures over 40 feet I. 4 horizontal 3f' in height any direclion On horizonlal projec1ed area /7, (' 2o 2.-!. ~ :2 7-4-32·1-Enc!o~ structure 0.7 upward Open structure l 1.2 upward '30 31.2. -4 2' "7 47 :;-:_.;-; (; Elements and Wall elements 3o .; 4/ z_ /f)..,7 47 SS:;.,.; components All structures 1.2 inward Enclosed structures 1.1 outward 2. 7·5 31·+ 31·2. 43.! j-o. 7 Open structures L6outward -~0 4. ), (Jf! S7 ~7.7 7 a., I Parapets 1.3 inward or '32 ·.J-37 I 4 c4 .:3 S! 60· z... outward I Roof elements I ' Enclosed structures ~7-J-3/. 4-J1.z 4 3-j 50.1 Slope<9:12 1.1 outward Slope 9:12 to 12:12 I . I outward or 2 2·'f"" 31·4-·:u1 z. ,tf 3. I Si.J-"1 0.8 inward 2-o "2-2.3 2 I?· S' 31-4 37 Slope>l2:12 I .I outward or 27. ,-3;. 4 "'? q, z. ..f J, I );.Jr<: inward Open strucrures 1 ' .fCJ 4'_'f', c;;. 57 £.:, 2'. 7 7-l·/ Slope<9:12 1.6 outward Slope 9:12 to 12:12 1.6 ootward or 40 4\-,.l'-.~7 ~"2· 7 "1,-;. I 0.8 inward ' 2/? 22-8 '27·J ~/-4 -:::j7 Slope>l2:12 1.6 outward or ' 4/J fZ-5.-<:';,e:1 57 tf?z, 7 /-... I' 1.1 inward ' 2 ,("' "S/, 4--I .:1'7. z... 4 ~ I ~::J. ·z Local areas at Wall comers 2.0 outward .!;0 ..5-/ 7/· Z-70 +-;y;-/ t::., •• ;_, discontinuities2 Canopies or overhangs at eaves 70 7-?·i 1 q.? /0"6 J 21·/, or rakes 2.8 upward Roof ridges at ends of buildings or eaves and roof edges at building comers 3.0 upward IJ cf'J-.j /() ~ ·8 1!7·(, /Jrf,'J I Eaves or rakes without overhangs 150 I away from building comers and ridges away from ends 57 7J.Z. 7t>t fZ. (;; of building 2.0 upward ~-~ Cladding connections t 1 Add 0" 5 10 out ward or upward C,1 l(>r appropriate location Jr ·yj. '7 1o/.f .)-4.g ~1-i O•imncys. tanks Square or rectangular I. 4 any direct inn _ I anJ s.olid lowas Hexagonal nr octagonal I .I any direction _" .2 7,_r-3_/,9-3.-:-, z. 4~. I .,~0-""1 Round or elliptical 0.!1 any din:chon ~-:2o '22.F ZJ?-5 ~ 1.4 ""27 Open· frame St.J :r7. 71· z 7~4 5'Z.c.,.. t\'hvcrs-' .. 2.0 any direction Signs, llagpoh:s. lightpoks. minor 3.r 3"11 4?J s-4·! 04i structurc:s 1.4 any direction -·- STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET f J.O./W.O./CAUI.ATION NO. I REVI~ON I PAGE .o.S<l10.61 /s.soo :s:-oc. / /)./a/,;:; ;J P~RER/DATE I REVIEWER /CHECKER /DATE 'INDEPENDENT REVIEWER/DATE //;'.KJ ,$" <:7 J /-..3-t:Y~ :: ' B I !.\ ' s :J ',(_ l-\f, ':1, l l ...,c .,,.,r --•...;_~fL>.Q 'UBJECT I TITLE r QA CATEGORY I CODE CLASS H///c/,_} Cl>A~OS ro<2 z:; E :;-/q "-./ Ci2 I /Ct2.t;1 ll./j4 l2EDtllON 23·H TABLE NO. 23-H-PRESSURE COEFFICiENTS ( Cq) Ex Posv/2 c-!3 bJ;;37 SlliUClURE OR v-MP~iif J:' .:: 1·0 l'llRT TllEREOf oesavnoM c., FN:l'Ofl CJ-2 0/ -2-iY-4o' 40~/i.O' Go,; t,:JGJ / /.:7.;).:. '.)7,)' Primary frames Mdhod I (Normal fura: Method) 1.o.7 23.7 2<J.U, ".22.""' 3&5' and systems Windwud wall 0.8 inward Leeward wall O.:Soutward /3 ;(i:i' ?83;,. ?o. 4-24- Leeward roof or flat roof 0.7 outward /~./ 20·7 2\.1 2x.5 33,( Windwud roof 1 !!;. I ;2CJ.7 2S:7 2!·.) 31.7 Slope<9:12 0.7 outward i Slope9:11to 12:12 0.4 inward 1 o;4-111 /4.? /t-,3 ;.:;.::. Slope> 11:12 0.7 inwud ,,q, I 20·7 zT-7 -.;;;_ ?;_5 3 "J, 7 Wind parallel to ridge Jt!J, I 2o.7 u. '1 ?9.j 39.7 Enclosed strucrures 0.7 outward Open structures t 1.2 outward .3 J. J 3!f.S 44.f 40.9 .s7. 7 Mdhod 2 (Projected Area Method) On vertical projeeted area )3.7 ga.S" ftf.l .5:'3 (;, 2-5 Structwes 40 feet or 1.3 horizontal less in height any direetion '3 (., . ..; f/.4-s;.t !P 7. 3 Structwes o~~er 40 foc:t I. 4 horizontal S7 in height any direction On horizontal projeeted m:a 2o.7 2,f:Ci 'Z f . .) 3 '3 ,7 Enclosed StruCtUre 0.7 upward If'. I Open StructUre 1 1.2 upward '31. I ~·S 44-1-41"-1 )-7.7 Elements and Wall elements ;J;, I 3S.S 4¢4 4!'·9 5'77 components All StructUres 1.2 inwud Enclosed structures 1.1 outward 28.$"' 3?.~ '40·7 44-!" _~;z. 9 Open ~trucrures 1.6 outward 41-4-47; 4-~if" "f. z. /..<J', z. 77 Parapets 1.3 inward or ~3.7 3 f',S' 4t>./ -·~~ lPZ. r outward Roof elements ' Enclosed structures zc...r 32. ·'-.I-C) r 7 4d-? j-2. q Slopc<9:12 1.1 outward Slope9:11£o 11:11 I .I outward or Z!.J" 3'2. "' ."fla.7 ~/¥·c ;2.9 0.8 inward '2t"J.7 2~.7 2~-/-3'2-~ "'3.5 Slope> 12:11 I. I outward or ;zr;.;r '32·"-' 4CJt7 44.? .::. ,q inward Open structUres t -41. /f 47,4 ~1.7. &..S:z 77 Slope<9:12 1.6outward Slope9:11to 12:12 1.6 outward or 4/.4 47.4 . r"'l. z t;,z 77 0.8 inwud Zll.7 2. '? -, "' "'},/;; -:; 2.:.-~8.S Slope> 12:12 1.6 outward or 4/,-4-4 7. "'if .or·., z ,, <::. _,I 1.1 inward ?¥. ( 'l-? ,7-···:;;<:;,./ 44.% 5"2,q Local areas at Wall comers 2.0 outv.-ard 518 .f"'f.2. 74 ~I-f 'ft. ? ~ discontinuitiesl Canopies or overhangs at eaves i <f2.1 or rakes 2.8 upward 7'2-S" /03. (... /!4-:34· 7 Roof ridges a1 ends o( buildings ! or eaves and roof edges at I building comers 3.0 upward I 77·7 88.8 II; I 2'2. 2. /1-1-3 Eave.~ or r.tl.:cs without overhangs away from building comers and ridges away from ends .1?-% ,.r;-ltj2 74 r;?lj tJ"~.z of building 1.0 upward Cladding connections Md 0.:5 to out"·•rd or Uflw-Jrd C q for 4flflrOJmJtC location 5&.3 41.4 _)/.rf j-7 t.-7· 3 Chimneys. tanks Square or rectangular I A any direction and solid towers lkxagunal <lr oct.ag<mal I I any direction 211, (' 32,& 4tJ,7 14.t' 5Z. 9 Round or elliptical 0.8 any direction "2./?. 7 2~.7 "7119./-~,.~ '.:',,?. J Ofl<!n·fr~niC s;g .j-"'f.Z. 74-g;..s 1 c,,z. h.}\.,'CfS ·1 .I :!.0 any direction · <:igns. Oagpok"S. lightpolcs. minor -l/t-1 51-tf suuoun:s 1.4 any direction 3t·3 67 {,7. 3 - CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION A5010 61 I J.O./W.O./ CALCULATION NO. l REVISI OM I PAGE ;.s" ..ra cJ 1 s ,a c. 1 o "'J Za/ :;22- PREPARERIDATE /;?; //:/ ;<:;IJ"".O ,J /-3 -,r 4::. ' REVIEWER /CHECKER /DATE I INDEPENDENT REVIEWER /DATE :S. s .. Li ~ ~okJ.JA !Cl, ' , 2_·l .. Z. (, - SUBJECT I TITLE k//AJ.t:J LCJAG/..J" 7="or.2. l QA CATEGORY I CODE CLASS A//.4 llEOfTlON 23-H E><..?OS</~e d z -::::'-~ .., TABlE NO. 23-H-PRESSURE COEFACtENTS ( Cq) "" STRUCTURE Oft v-/:::Z./' .,..//.,1+ ..:;:: = /.7? 1Wrr TlifflfOF OESCRIPTIOH c~ FN::lOfl o-2.u' 2.0 -¥0' 4<Y-ho' ~o '--/tJc:F /.IU '-Ls'"O I Primary frames Method l (Normal furoe Method) '23-1: 2,7.2 ?4-.~7S 4*1· -~ and systems Windward waJI 0.8 inward Leeward wall 0.5 outward IS /7 ~/.3 23.s '2 7-i.. Leeward roof or flat roof 0.7 ourward "2../"J.J' 2--::s.X' -?~7 32.!' "'J..,{./ I Windward roof '2CJ.J!' '2 3·8" 2t!!f 7 3"2-e 3J'.t' Slope<9:12 0.7 outward ' Slope9:12to 12:12 0.4 inward ;2 /37 .. /7 /,'t', 7 2:Z,f Slope> 12: 12 0.7 inward :zo.r .23.-? '2"7.-7 ~2-tf' zt·x Wind parallel to ridge ::;z.q.<{" 2 3-)?' 21.7 32.i 3!!.8' Enclosed strucrures 0.7 outward Open structures I 1.2 outward 3'{';..( 4CJ.tf -~1 ~G·Z ~~.3 Method 2 (Projected Area Method) On vertical projected area 3%.g 4-4-3 5".5-3 ?I 71/1 Strucrures 40 feet or 1.3 horizontal less in height any din:etion 41·1 Structures over 40 foet I .4 horizontal 47.(; ~1.(, /::.S.~ 17·4 in height any din:etion On horizontal projected area 32. 3' Enclosed structure 0.7 upward -2-o-8' ~j.&' "24 7 3f-t Open strucrurcl 1.2 upward 3.:): r! ,tCJ-? $/ fc,.z it< r.,.: Elements and Wall elements ...)/ S'd:.. 2 ' ' components All strucrurcs 1.2 inward 3s-~ 40-8" .:_::, ~,.,;' Enclosed structures 1.1 outward 32.$ ~7.5" 4-t..I SI·S Go-B Open ~trucrures 1.6outward 47-t... 54 .. 5' ~A 7-S' .:3;3. (p Parapets 1.3 inward or 3i"'~C' -/-£1.3 -~ ... :f -;::/ 7/,a outward Roof elements ' I Enclosed structures 32. i" 37.) 4t..·i S/.3 Slope<9:12 I. 1 outward I /..C). d' Slope9:12 to 12:12 1.1 outward or ~'2-8 37.J 4£..~ .'5'"/ . .r (j,O-K 0.8 inward 2-38 27Z. 34-37-:5' 4_33 Slope> 12:12 1.1 outward or .-3 2 ,.... ".17-~ 4&:.-8" _r/. r-;-; (), 1' inward Open structures 1 ' 4?.& 54.(" &,&' 7..). 3&~ Slope<9:12 1.6 outward Slope 9:1Zto 12:12 1.6 outward or 4?./-.h'd.?-67 ?:'~ 5~·'-' 0.8 inward 2"1./!: :2/.2 ?.::! ~7.? I 4¢·3 Slope> 12:12 l. 6 outward or .42 • .!.. ~;r--z.·7 7r-~.·""" 1.1 inward ~ ':>-,;.-':l~ 4 &.:. ,f" .. /-,-I c;.c;. :{_ Local areas at Wall come~ 2.0outward S9.~ ~J t!' .fi I "T ;. 7 1/0.~ disconlinuities2 Canopies or overhangs at cav;:s ! 6'3-~ '9.J. 3 /3/ 15?.9 or rakes 2.8 upward //'9-I Roof ridges at ends of buildings ' I or eaves and roof edges at I tfct.4 /o2. 1 /2 7-"7 /4o..r Itt.,-. 'J building come~ 3.0 upward Eaves or f"dkcs without overhangs I away from building come~ and ridges away from ends S'fc. ~g .ff'· I tj'q 7 //OrC.. of building 2.0 upward Cladding connections Add 0.5 1o out-.-:Jrd or upward c" f<lr appropriate location .:11-7 ,; J.t, S"!·t, (,.,.: .;; (,. 77.4 Otim~~<:ys. tanks Square! ur rectangular I A any din:ction aod solid to,.-.:rs Hc.l!:agonai or occ.tgonat I. I any direction '?2./f .~7-\ ¢.-;_.j" .:,-;,I ~() .J" Round or elliptical OJ! any dirccli<m '2:3·8' :?7 z 3'4 ~7-1 44.3 Opcn-fr.tmc 5"" "1·"' &tJf ~J-; I -7 ;' 7 1/cJ,(, h.l\\.-crs·', 2.0 any din:ctiun ')i~ns. nagpoks. li!;htpoles. minor .fj,. 7 "';,? J-1·~ ~.\-:.;,. 77. f structur..:s I. 4 any din:ction - .· . ,-I /J;G1cJf2...N ' .15Yc:>a/c~~c., . f'T74r;# 4-/ z'r ..:sZ>c-1 ... ~l:;Jc....V L~ f-h-PJI!.c::o~n:.'c. ""fi'.:,.\E • .::.:r , .. ·fJf·•·:si!.!S> H '(1:>~ ._ o ~-< ~e:P'al:.r 12"E.VtSk/ ~ ~V"StS coP Ht'$T0'1f:-4'-k/t /'JO ~"C" ..... HQ.TED S. S,. DR£WS .. SEP 30 1985 ., . WINO SPEED (MPH) 47 t 39-46 32-38 25-31 19-24 13-18 8-12 4-7 I-3 0/o CALM WEST....-- OWN CKO JC NOV. 1984 SCALE SHOWN M 0 NTH 0 F: NOV0 1980 TO SEP, 1981 P E R I 0 D 0 F R E C 0 R 0 : ALL PERIODS WITH WIND SPEED AND DIRECTION DATA No. OF DATA POINTS: 4815 NORTH I ~ SOUTH R&M CONSULTANTS, INC. •"••...-••• caea ... CJ•••""'• <IJOI..at~~~~...-•• •u•ow••o•a 4-13 SHEEP POINT WIND ROSE PLOT '1(, S'JO~ ---EAST 1'8. GRin PROJ.HQ 451123 OWG.HQ 4.1 WINO SPEED (MPH) 47 + 39-46 32-38 25-31 19-24 13-18 8-12 4-7 I-3 0/o CALM WEST- \ WSW...,.,-\ ow-. OEP CKO JC OATE. 0CT.I984 SCAI..E SHOWN A!F/VCI-t A I MONTH OF: NOVEMBER 1980 PERIOD OF RECORD: 11/24-11/30/80 No. OF DATA POINTS: 157 NORTH i NW " ......_ESE ~ SOUTH F.ll. SHEEP POINT G"IQ. WIND ROSE PLOT PROJ.NQ 451123 R&M CONSULTANTS, INC. ........... QtiOto.CI•••T• ............. ..... .. v ....... OWGNQ 4.2 4-14 WINO SPEED (MPH) 47 t 39-46 32-38 25-31 19-24 13-18 8 -12 4-7 I-3 0/o CALM WEST- CKO JC DATE OCT 1984 SCAI..E SHOWN NW "' /S'SOO t<J /TrJ C n A-I MONTH OF: DECEMBER .1980 PERIOD OF RECORD: 12/1-12/31/80 No. OF DATA POINTS: 744 NORTH I \'SlOAt ·-EAST \ ~ SSE SOUTH FS. R&M CONSULTANTS INC .... a .... •••• o•at.aa••"• ., ... ......,.... •~•v••a-= SHEEP POINT WIND ROSE PLOT GRID. PROJ.NO 451123 OWG.NQ 4-_3 4-1<; WINO SPEED (MPH) 47 t 39-46 32-38 25-31 19-24 13-18 8 -12 4-7 I-3 0/o CALM OWN OEP __ ...----1 CKO JC OlTE. OCT .1984 SCAlE SHOWN NW " IS.s-oo MONTH OF: JANUARY 1981 PERIOD OF RECORD: 111-1/21/81 No. OF DATA POINTS: 496 ... 1~0/a I -EAST ~ SOUTH A . 11';. SHEEP POINT WIND ROSE PLOT F! GRID. PROJ.NQ 451123 OWG.NO 4.4 WINO SPEED {MPH) 47 + 39-46 32-38 25-31 19-24 13-18 8-12 4-7 I-3 0/o CALM WSW__..,. OWI'I OEP CKO JC DATE. OCT.I984 SCAI..E SHOWN MONTH OF: FEBRUARY 1981 PERIOD OF RECORD: 2/17-2/28/81 No. OF DATA POINTS: 273 ~ SOUTH R&M CONSULTANTS, INC. ............. ota .. a•••"'• ~.a~•• •w•v• .. o.-• .. _1"7 " SE SHEEP POINT WIND ROSE PLOT -....ESE I'll GRIO. f'ROJ.NQ 451123 OWG.NQ 4.5 •. WINO SPEED (MPH) 47 + 39-46 32-38 25-31 19-24 13-18 8-12 4-7 I-3 % CALM WEST- OWN OE_P __ -i CKO JC DATE. OCT.I984 SCAt.E SHOWN /.J"'SO C) MONTH OF: MARCH 1981 PER I 0 0 0 F R E C 0 R 0: 3/1-3/ 3 1/8 1 No. OF DATA POINTS: 738 ~ SOUTH R &M CONSUL.TANTS. INC • • ,... .. ._. • ..,. ••o..o•••'~'• ""'-.. .....,... •u•vc.,o•• ,._,o ' SE SHEEP POINT WIND ROSE PLOT 7 i 13 Fll GRIO. PAO.LNO. 451123 OWG.NQ 4.6 WIND SPEED (MPH) 47 + 39-46 32-38 25-31 19-24 13-18 a-12 4-7 I-3 0/o CALM WEST...-- OWN. OEP CKO JC DATE. OCT .1984 SCALE SHOWN / sw /J'TO o MONTH OF: APRIL 1981 PERIOD OF RECORD: 4/1-4/21/81 No. OF DATA POINTS: 485 ~ SOUTH R&M CONSULTANTS, INC. SHEEP POINT WIND R·o SE PlOT ............ ca•o...~•"'• """......... ....,_~••-• Fl. GRIO. PMOJ.NQ 451123 OWG.NQ 4.7 WINO SPEED (MPH) 47 ... 39-46 32-38 25-31 19-24 13-18 8-12 4-7 I-3 0/o CALM WEST_..- OWN OEP CKO. JC OAT£ OCT .1984 SCALE SHOWN MONTH OF: MAY 1981 PERIOD OF RECORD: 5/12-5/31/81 No. OF DATA POINTS: 488 NORTH I ~ SOUTH R &M CONSULTANTS, INC. ,.,.. . .,. •• ,.. ••~o••••• ""'-• ....... •• •"'•v•vo-• SHEEP POINT WIND ROSE PLOT F8. GRIQ PROJ.NQ 451123 OWG.NQ 4.8 WINO SPEED (MPH) 47i- 39-46 32-38 25-31 19-24 13-18 8-12 4-1 WEST......-- ow 1t O:.:E:.P:. __ -1 CKO JC OATE. OCT. 1984 SCAI..E SHOWN ISSOQ t' ,.:; t.. c. .r;; r r /~ t" r~ /V ~ 1 -::;j) c. J MONTH OF: JUNE 1981 PERIOD OF RECORD: 6/1-6/12,6116-6/30/81 No. OF DATA POINTS: 616 ~ SOUTH R &M CONSULTANTS, INC. ............... .. ...... o....... ...... ........... • ...... "'fi ...... 4-?1 SHEEP POINT WIND ROSE PLOT fll GRIQ. F'ROJ.HQ 451123 OWGNQ 4.9 WINO SPEEO (MPH) 47 t 39-46 32-38 25-31 19-24 13 -1e 8-12 4-7 I-3 % CALM WEST--- OWfl OEP CKO JC OATE. OCT.I984 SCALE SHOWN MONTH OF: JULY 1981 PERIOD OF RECORD: 7/1-7/17/81 No. OF DATA POINTS: 396 ~ SOUTH R &M CONSULTANTS, INC • ..... ,..,...... ••CM.o•••"'• ..._,.....,._ ew•v••o-• SE SHEEP POINT WIND ROSE PLOT F."ll GRIC. PROJ.NQ 451123 OWG.NQ 4.!0 WINO SPEED (MPH) 47 + 39-46 32-38 25-31 19-24 13-18 8-12 4-7 I-3 0/o CALM WEST.....-- OWN. OEP CI<O JC OATE. OCT .1984 SCAI.E SHOWN /J // ~ MONTH OF: SEPTEMBER.1981 PERIOD OF RECORD: 914-9/10/81 No. OF OATA POINTS: 148 ~ SOUTH R&M CONSULTANTS. INC. •,...•••••• ••a""a.••"'• ~•••••• •w•v•Yo•• 4-?1 SHEEP POINT WIND ROSE PLOT '11>!10% I ---EAST F.ll GRtO. PAOJ.NQ 451123 OWG.NQ 4.1! /J-.roo c4t C :;-j;;c. / 4T74Crl ,{1-J /.j/rj CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION I .... 0./W.O./CALCULATION NO. l REVISION I PAGE &5010 61 PRI!:PARI!:R /DATE I REV I EWER I CHECKER I DATE IINDI!:PENDENT REVIEWER/DATE SUB..!ECT I TITLE l QA CATEGORY I CODE CLASS ~""-'"f'I$:"Q': e. Nove:""~-I=TZ..o~.A NtJ€ -z '"'-7 -z: OG~1$.d..-~ NN'i' +~-7 "7.' ~y ~ tJNf:. 3 t.-; %' ~lSJ:.U.C..lQ(' ;::~ NI-JE 37_ 4 '% ~t-1 -~ NNG':-2.4-1 '% ~''--~ we ~.6~ V1Jt:r . ~ Sl--£. 21. o A: .Ju.~c ~ "S ~..l \/. 4--~ Ju~.ol" ~ "SN zo_-z:. Z ;;:::;.a•~~~po ~ -F~ N£"' -z. ~ .. -4-%" ~(Z..Ll-(<:c,. T(-11/!:. ~ ~4../t"t-1~ Tile. ~A~t...l~ 1-J.tN'r:::>:>~ e?UT of~' \!-IS: S"coc..lTI-4~"["'. J~'S"' W~WOS ~t-lc::u\...-~ USE.O' \.::.. ~ot... IV ~ Wa.in/.;;;2. Q~ !H' ""'.<:>'-~> nc~r~s -ro-~c> 1"'11'=c:VA''-tN~ 1-ifl'l~ ..c.;c:c au.r b\" ,~.c;. 'No-e;TW. 1--/~..-,.,,­ $~-n=..N::i..c ~\ "rH~E ~~1<-r$ ~k~~~p . ( /n~odj e-ve. c. -::::;c./ fs...,., //-/1-f.(A<:.·~·s -/F .!=/ ,,{dZ:.. ,,_ ', _,_ cL -.see h-j><'><..::,{~ ~(_ ~ ~-~'11. /P~41' a~-v-C//c/ c~.e.s r j K L NW sw! t,IPH s E A/71'1Cfl 4-2 •ra a.L.. ocr 151985 NE .:.o. No. 15500 _ ~:_~~F:C:0NE CONVERSATim; .. E":."DRIJELECTRIC PROJECT .~lo.sk..3 Power Authority ATrAC# ~-3 Sheet 1 of File No. 15500. ( "2&,.,4.(., ) SUBJECT ft/ctv'a L ()At):. ,L"'o.z Sr7Z.t.lt:.T VIZ ,E .5 INSTRUCTIONS: Summarize your phone discussion, noting participants, date & time of call. Indicate desired distribution at right. Call reporter must insert File Numbe~ and Subject(s) in file box above. Clerk takes care of Chrono file copy and distribution. Call Date 1/-18-SS Time ....;3::......;:3;:;....;:;0;__ __ _ DISTRIBUTION: JJMPlante/DLMatchett DOC GF ----JJGarrity/Chron Files T Critikos/DOC JBk / DPRyan / JMMissel / NABishop/ ANCJBk TK_ WP ?Q..o _./ __ _ LCDuncan ./ CLClark TTReilly GEEng 1¥ Slle-z,...,.<:;.../ Incoming ----Outgoing __ .r __ Between 11/. 81S/ftJP SWEC & APA ----------------------------- & ____________ ( ) Originated by: ;(/8/Jflt:JP /H,,V/1:Jo;../ DISCUSSION: tf(lt.tc@ J C'q-p..v' Rc&l'1.eiJ.J iV!IVO UJt'10 1.1./FO· Ed/2 0€...SI<f'V' {!/2tTC/2.;~. -PH19S£.t: I/'IOl2dttJ6'( ~EPoe:T "gJW;eW Awt:J ,4'A./,<JLySt.J d,t: lf!Sfi!JI2/C /((IIJO i)ATI'Q Ey IN/I-f U1$4-), HUJJtiV9J I.V()J~A1'C ;) J).<J'"J A1fJZ::..4 .li«!'S Ex..:>E.tZie':A/~;J /t.V n> /Ut)lc;<.!T/:0 T#.I'Q;-~lf.rt e;vcrt::Jt2.: pl'i::"E.. /f!.PA/CJ SPEEI)..J" V~ @rZ. tfv.rr ~·V/'JI!/~ To A..r ,.,Wvc# AS .5"'6%. 4-&V/fE~ /--/"""ly t-</4A.t"r ra I.IVC4.!f?q;r-e AJE5/4A./ ..);?~.P.f. BL-D-99:md CALCULATION SHEET &5010 61 ~EPARER~ATE D, w, J-~..,--,.:c-- SUBJECT/ TITL.E ) J ,.., v -~F-,_c - ;J' tJ 0 I') I< :r11 P ;j P,_ r:f!.,, ::r r '---o 1'/' p ;+R...Ac: FL. '' (II :S 7_o f, 2 -41) I { 3 Ffl-(T)(i.. ,, c "' 4o-~o f. s- "·j _, oo ! ' (, I :::>0-'5D /. 8 STONE & WEBSTER ENGINEERING CORPORATION J.O./W.O./CALCULATION NO. REVISION ! s-3 'J Y :~ :3 -5 D c. - QA CATEGORY I CODE CLASS =:,,J c .. "" La '-) ~ 0 t.o -r) " \3 I) 6·7 6 { g /. 0 f, ( I ,3 T-e /.o ·c; 1 -. JB c. ;:'::)..: . 'L. ')-: i -:_-j;: c ~ ~ '...,;; '-1 ) I kJ(;)--T"' :;~1::-MD () F'J 0.::: Ce T ' 'I u C> •• .._ c 0 h 1 ·-' ----'' ~ ~"',...__ 2.._ / "8\-C: ,, ·~ ·c\ r ' _!__ ;' 1 '!;;; 'L "-'?... /'-. i' o. 95' /. o9 /, oS /. '2/ \. 2. < k4-4 1.ss ,, c:;c; 1· ")~ (,78 .. ; . 'j • J .-- ,· ~ { ;} -. -" ' iu ), 0 8 I \ I . .J-\- /. () 3 I A"\ . 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FGI!K J>a:JK I N5T'A1V!1NF~.5 17~ntJ~, tf t7-/1'//M- / ./ .I l5Z ppH 7/ /'IIP!-1 C, 9 MPH I I v 9~ /'JI'H !>Z. ml'!l 4Z mtW tyiiH ,, J R~ l· l.v,111p Erreer-r ~rv ~~~cPrLc> .e~ e, Si,.,,u .:t 12->c,NLA.IV / / "JJf:11"1V WI t.E'I f 5 ew ::;;j !'f 7'1 / f J s . tJ. l. -&. ;1 U ~ { rn PH-) =--v.45~,.. rn1Lt:: wtwJ> s Pt!i!!'E!J:> 3-.c&-T'l~"~~ ti: / -1::: ( ~ec...v"J>.;.) = I A~.s .. z. - .j /1!VSf ll>l!./-I"~.!JZ... P;;;...'l? / A6-_ A!!> / CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION I REVIS I ON I PAGE /-1 /"t,,;. I J.O./W.O./ CALCULATION NO. .i.5010.61 I 7-~oo-> J>c. ·} A-&. IREVIEWE·R·i /C .. HECKER /DATE '· f.tl{J<-~ ;•z. ;[ I INDEPENDENT REVIEWER/DATE SUBJECT/ TITLE 1 fZ e'VJ@v ~~ H t;.T7;.··· I QA CATEGORY I CODE CLASS ' . 'I PIE'7r1L /tlho::!'N/J9.1V~v;s tv/IV/) ~~ . Ct7/Z/Z ~/'fii'7V1>'> fiNS! /t5$-/ Pllfr . .4~-; I' r:i,...,,r~. ( 1Pfl ~ec) ; 71 -v --(/Z,3 MPH /. ~" liP'? / ~(} n'l/11/. 6t.t:l () S' li:£) ; -0 9 P1PI/-I. oe- I! I z. 0 t7JPJI W;N;::> S I'~ P tiP I' /2 I n:;:J;&-1"/ 'T;p H~ L 'f r?E'l/'N W"tl¥ J> .sp~:: ~(,~&,/ I -3t:? sec. / /. Ztf fU"r:::: /, 4 3 II I I ' I / i I Z P -10. mpJ-1 !. 33 II 77J tf t:r/1£. l 't /11 ~ IV : )O~ /. 31 ./ -7&. 3 m1J.1 ,, w / /tf1(:>/ht 17/lv ~;:. PAt< i?~ ... ~ I .._j ... .-... .... ... ... .. - -----.. --fl21/2a, FRu(Y'J' n 'f2;;2A PL[:''I LAr'~ H '1 ;'/.<h teTe~, rPt<:. 'Pr, ··.c.~ P1HJ"'F L I J 'f l)t!. £ L < L· 'f /.·?El-'·f?.f / ~ C>'IL"'~-HAi'> l7rv /'1 '-"l?l ~ .:;.::::· /lt5fli'1?/C t-r.-;A,-;) P.r~ 17'1 I Ff::F? vrM '1 J '~'':!-;;;,.-'" "7 ,..:-, ( ··P , ,;... t)L! ,1 rT:) TABLE 11. 1 BRADLEY LAKE OUTLET -MONTHLY PEAK GUSTS (STRIP CHARTS) Peak Instantaneous Peak 15-Minute Peak 60-Minute Speed Di r. Speed D i r. Speed Di r. ~!or1 ltl. ___ l!!!R.!:JJ _____ .f@_l;.Q___j_J!qg l (.IJ!PJ:!.l ______ [?i!J&_ __ !!1.~ l ( mgJ]J Date { dQ..q_L__J~ema rks 1')[10 J;lly !)II ?9 M !)3 29 M 52 29 /\ll<jll5 t. 59 10 M 119 10 M 143 11 September M N M M M M M M October M M M M M M M M November 711 ~~ 211 M 61 211 M 59 211 lli!CemtJer 82 30* M 71<:-" 30 M 69~ 30 !2Jli January 67 01* M 56 01* M 53 01* february M M M M M M M Ma 1·ch M 1-1 M M M M 14 Apri I M M M M M M M 1·1ay 39 29 90 -------- June 35 09 90 -------- July 59 09* 90 53 10 90 49 August 55 11 90 46 11 90 44 September 45 15 90 -------- October 79 22 112.5 60 22 112. 5 62 November 74 21~ 112.5 61 24 112.5 58 December 65 16 112.5 49 16 112. 5 47 nua ry I~ 7 14 112.5 -------- February M M M M M M M Na rch M M M M M M M Apri I 58 24 90 49 24 67.5 48 May 60 07 90 50 07 90 49 June 65 28 112.5 55 28 112.5 53 July 58 29 112.5 48 29 112. 5 45 August 49 28 M -------- September 77 12 M 63 12 M 54 October 49 11 112. 5 NOTES: 1. Wind speed data are missing for the following periods: July 1-17, 1980, August 12- November 5, 1980; January 12-May 23, 1981; July 18-August 11, 1981; January 22- Apri I 22, 1982; 1·1ay 19 -May 20, 1982; June 1 -June 24, 1982; November 18 - November 20, 1981; July 17 -July 21, 1982; August 211, 1982; September 15-27, 1982. M M M ---- 09 11 -- 22 24 16 -- M M 24 07 28 15 -- 12 M M M M M M M M M M ---- 90 90 -- 112.5 112.5 112.5 -- M M 67.5 90 112.5 112.5 -- M 2. A dash(--) indicates values are not available as they were not determined during data reduction. 3. "M" indictes values are missing. 4. An asterisk(*) indicates the same peak occurred more than once this date. -1\ -1< M/r).I~\J';CI\ (; USI W/S only W/S only W/S only W/S only W/S only W/S only 'ri/S only -- ~ r- '"' -....... '-1\ ~ ~ ' ~ c I'\ ' ........ f ~;! <:'\' b~ ~ .,. I (X) 1{21/2' l TABLE 4.2 SHEEP CREEK-MONTHLY PEAK GUSTS (STRIP CHARTS) Peak Instantaneous Peak 15-Minute Peak 60-Minute Speed D i r. Speed D i r. Speed D i r. l~onth { mgb l Q_~t!L_d {g~L__ { !!Hllll Date ( deq l (mph l Da_t~ ( ~ .l980 June July August September October November December a nua ry February ~1a rch Apri I l~ay June July August September October November December ~ January February March Apri I l~ay June July August September October NOTES: 40 84 70 50 96 *'1t' 44 83 94 81 83 52 75 52 57 64 47 48 84 70 59 78 74 59 56 M M M 46 52 25 10 09 12 14 26 31 24 05 11 02 03 27 23 11 15 16 26 16 28 03 20 23 07 28 16 160 135 150 315 340 060 320 M M M M M 160 160 150 135 220 160 090 060 170 190 170 150 160 140 N/A 52~ 42 22 50 N/A 39 46 47 46 33 48 27 35 37 N/A N/A 45 40 34 50 48 40 38 M M M N/A 26 10 09 12 14 31 01 01 12 02 03 27 23 11 26 18 09 03 17 23 07 16 070 150 270 315 160 160 M M M M 150 170 160 160 045 060 160 155 160 150 135 1. Wind speed data are missing for the following periods: 6/1-6/24/80 1 7/20-8/6/801 8/27/801 9/26-9/30/801 10/20-10/2 3/801 12/20-12/21/801 5/13-6!15/81, 7/4-7/19/81, 10/22-11/20/81, 1/22-1/26/82, 5/20-9/26/82, 10/26-10/31/82. 2. 3. 4. "N/A" indicates values are not available as they were not determined during data reduction. "M" indicates values are missing. Oates of occurrence are approximate . ._.*" PtA#!: Gusl N/A 46 38 23 44 N/A 36 44 41 38 30 N/A 26 33 33 N/A N/A 40 39 32 48 4::- 46 31 35 M M M N/A 26 10 09 12 14 31 01 01 12 02 27 23 11 26 18 09 03 17 19 07 16 090 140 315 270 180 160 M M M 150 160 160 150 030 060 160 155 050 160 135 ___ II II ll _____ ll __ ll_ _II !I II' II I' II II .. • Remarks Very gusty. va ria b I e d i recti on. 1-min avg 75. Gusty. IIIII' •--•~ <') b -" "" ~ ~ \ "' "<;/ 1\ ' - t I ~ b~ '"" ~11, ~-------- .to. 5010.64 !FRONT) CLIENT 6. PROJECT STONE & WEBSTER ENGINEERING CORPORATION CALCULATION TITLE PAGE *SEE INSTRUCTIONS ON REVERSE SIDE AP~'-7 .. 8/Z-1 v~Ey L/11/<.E r.lyor.?J E~c:eT/ct/C p?Zo.TZ-c r CALCULATION TITLE {Indicative of the Objective): SNt:JIN ,t:/A./0 /CE t-0-'IICJ...: FcJ/7!.. l/ESr9•V Cer;-;.;:::c-:nv CALCULATION IDENTIFICATION NUMBER CURRENT OPTIONAL J. 0. OR W.O NO. DIVISION 6. GROUP CALC. NO. TASK CODE ;SSOO -<' Dc-2 u8 _, ' *APPROVALS-SIGNATURE E. DATE REV. NO. INDEPENDENT OR NEW PAGE 1 OF --;/ /-.] i QA CATEGORY (v') OI NUCLEAR SAFETY RELATED orr om JZ( I{ I /AI OTHER OPTIONAL WORK PACKAGE NO. '2 (/:, rl SUPERSEDES CONFIRMATION *CALC. NO. *REQUIRED hi) PREPARER (S)/DATE (S) REVIEWER(S)/DATE (S) REV I EWER (S)/DATE(S) CALC NO. OR REV. NO. YES NO /7 R ,?--'/,<;:.:::-CJ A,/ ~.IS, H-l?okl-1AR1 AI&.W //-/&-a: J/' c se..rr ~e v t.~ '\) -~' ~~}!(:/.:~---t-~o~ 8'~ ----~-- DlV 1") 0 !"1, ;..(, w, SH~ ITI/f/V I 0 / G. 'L(;.· ~I 3-!v/ n - f)~ · rpl~ ?/Jt/£-/·,(,.(',L(.~_ ~·-.,. '" DISTRIBUTION* I I COPY I I COPY GROUP I NAME & LOCATION I SENT GROUP I NAME & LOCATION I SENT I (V') I I (v') RECORDS MGT. I -'£ _z:; -I ,( I I FILES (OR Fl RE I r/£ /L e: I I I FILE IF NONE) 1 t'e /47 ~ JOo a oo ..c: I / I I .L/. -4'""' .<'; .-:> ""-/ I .; I I I I I I I I I I I I I I I I I I I I I I I I I I I ! I I I CAL.CUU 1'TON SH -1.1..0./'W."-/ ,~Uio.4Tl<UII 110. I ttCYii4• I iiA4C !~ ....,.,., /S'Soo SOC:-2 ::Z. o/ 7 ~ E!T ........... ,1:1.1'1 ~~~~~.~'W.~.IIII/QICCXU /OAf'& i IMOI,IJUI01' IICVIC'WU/OATC r ,/? /, e< /l:l'.-9.Jd A/ //-/S-8.5 -" ~~, ~·. SZ:,KHA-R .. J I .J0-8(, -.. ~ua.o&=" I l'tTt.£ l '""' M~caT 1 ;;;:c ::-.. ~ I ;:),{JCJW ~ICc LO_...!OS )':"CJ/.2., 4)1:=/.Q"'-,/ c::! .e: / 7 .c {1;' / ,y• TABU OF CONTENTS A.~o HtS'iORIC DATA .6\ lvt!!/ (R.nision,. Addition,. Oete!ions, Err:.) PAGe OE.SCU.PTtON t ORlG. ltEYlSlON I R.!.YIA.RX:S I NO. UVtEW ,'\4(). I O.ot. .:;. 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'?.' 11![,:- hltVIt-l(.lt<-/ RoaJ= ::s-c..:;PE /' /y·1 Z C::t•rt'./ rs- /:tz t/G t!SE I I 0 1~:: (, CALCULATION SHEET .0.5010.61 PREPARER /DATE /i)~l/. /~li'<J:.:J.J 'UBJECT I TITLE ltE; ,::,..,J.....; STONE & WEBSTER ENGINEERING CORPORATION I J.O./W. 0./ CALCULATION NO. lfft:Jo / :s;.vc. ~ ' REVIEWER. /CHECKER /DATE 5-6-H, &of.J..J 1+ ~., ' INDEPENDENT REVIEWER/DATE L,?o.;r., - I QA CATEGORY I CODE CL.ASS N//'V T-7E CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION I .J.O.IW.O.I CA. LCULATION NO. ' REVISION I PAGE &5010.61 SUB.,IECT I TITLE .- 1. z.. 3, l~t;o o c ~ -s D C. --z I .. ' ._.,) ., IRE VI EWER I CHECkER I DATE 4 J 1 ttJ., 5 (--+-e:z r/l/1-tV -3-/ ~ 'd I INDEPENDENT REVIEWER/OATE I QA CATEGORY I CODE CLASS 1\.ocF' 'SNOW l..oAt> FoR Pow~:R. ~ 'D,vt:..o.:Sio...J TvmJE"L ~A.,..G. ·-" '~ r:; • I -J • #IWG" B~ /2 t-\J 1 s ~::-a F/l()/11 Sf..OPliD (:soN ''-) N f:{'ft't.. ( ~LI f't'~;;~:~J ~ (, c::r~ 11.) CJ:,;.;L~e: /t.rJOF ALLowtAJG Noll£ SIV.:rw ~ Ac.J:..v,v J Lt+-:'i; I.:~(; INtl_R t~6 --reC.ni\J/LfrL Dt p' r e>,:: r.~ Ass ~ss Me-Nr 57'!>~-JI: ..;- )llo-3-'3 J7 J z/ s/ 8o 1/ <::"'" .;>NOw Uppf( ~IJS~C..i"UJN ~p t:~. Ca, f !'--fry G;;Aos I! ) '::Jo4 ,, u ' G:,~tiiiA't'cuJ S ii1WI '-E ) -r0 jJ, !3wt~f LL ·; t .:.:;, (ArrAutMb\.JT C) FOil-A vtwn: Pf • flat roof aaav load ia paf C• • ezpo~r• factor ct • turul factor Cr • rialt factor P1 • &rOUDd auaw load in pat fro. Table I or Fiaure 1, 2 or 3. Table Itt. E.po~c• factor, c •• Siting of atructure* <=. A. Windy areaa v1th roof u:po .. d on all eid.ea vith no shelter afforded by hi&her structure• or treea. I o.sJ-----,1("-ASctJAtH.E Ass u M ;-r ~c.,:, 8. Windy area• vith little shelter available. C. Nonaal siting. Snov r-al by vind cannot be relied on to reduce roof load.a becaWie of other higher atructurea or treea nearby. 0. Areaa that experience little wind, where other structures or treea ahelter the roof. E. Oenaely foreated. ar ... that u:perienea little wind with roof located tight tD aaong conifers. 0.9 1. 0 1. 1 1.2 *The•• ~ond.1t1one are not juet the initial conditione but also those that are likely to exiat durin& the life of the structure. Roofs which contain aeveral large piec .. of m.chanical equipment or other obetructiona do not qualify for siting cateaory A. t="( i.(. :;;.,p;.::;.. ~ OIH L tl !NG. i\s>v>-~tJ P.c-R.. p ·.~ t,_J-) l...: l r:._; CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION l.J.O.IW.O./CALCULATION NO. 'REVISION I PAGEg .. 5010.61 'B.JECT /TITLE . S...tJ_O'LJ<J -=/ LoAo ts--s_oo. op,-~.x ~ 2.. l ""' IRE VI EWER I CHECKER I DATE-liNDEPENDENT REV I EWER I DATE b-'Zf. :J( IV.5~rn~ ?"II-·tlt _(&> I OA CATEGORY I CODE CLASS Table tv. Tharaal Factor, Ct. 2 0 •• 'tbaraal Ratiatance, R, ft, •l!r• F/&TU R<lO 10<R<20 i>20 ContiGuously l!uted. ltntcture with .\!.2. veo.ted attic 0.9 7.; I]JJ""" Contiauoualy buced. scructura with a vented. attic 1.0 1.1 1.2 Struccure kept juac above· freedq Unheated. structure 1.2 1.3 1.2 1.3 1.3 1. 3 * 'tbeee coad.itioll.l era o.oc juat the iD.iCial coa41tiall.l but elao tboaa that a::a lilcely to exiat d.uria& tba life of the atructure. ** U • 1/R; thua if R • 10, U • 0.1 and if R • 20, U • O.OS !!!!. Very Low 0.8 Low 0.9 Moraal High 1.0 1.1 Table V. Structures iafrequeo.tly occupied. by IIUIIIIII.a aod. where collapae is no: likaly to cauaa io.jury or otl!er serioua coo.eequence. Structures io.frequently occupied by 11-. (e.g. agricultural buildings viti! lev l!usan occupancy), Most permanent structures. Structures where large groups of people congregate. Also coo.fia<I!IHll.t structures. Typical eltalllples: (l) Auditori~, schools, thuters and. religious structures. (2) Recreatior.al structures, dining areas, retail scores, factories and office buildings occupied by large aroupe of people. (3) Prisoo.s. (4) Hangars anc otl!er long-span structures housing expensive equipment or critical materials. ........_ ._, - Vary B1&b !leatial structures. Structures where failure -~~--- ., 1-\ IS froa a eevere sequence of snow evenc. uy cause si&- nifie&Dt lot• of defenee, ~ication or d.isaater• reepo ... e c:.apabilicy. Typical -..plea: (l) Boepitale aad other aedical etructurea !IaVin& euraicel or -raency tru-t arue. (2) Fire or reecue stationa. (3) Power ataciona aD4 other utilit.i~ required in an ... rgency. (4) Primary com.uuicatioa structures. (5) Structures llavin& critical defense capabilitiee. (6) Structures involved in llaa4ling, proceesing, or storing sell.litive .uaitiona or proces1es, nuclear weaponry, chemical coataainatee or biological contaainatea. (7) Gas or petroleua storage ltruct.urea. ?~:-o.~(_o.~)(l.l)(l.'lJ"PJ:. ?.5 J'o f\ s s .; li ~0 R;.,Z ALL. ~~\2<...~ ~c.-:-~11-l:.. CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION &5010.61 IJ.O./W.O./CALCULATION NO. 'REVISION 'PAGE ISS" o o. dB -5 De-""L I I J PREPARER /DATE J) ' w . Pon-~::R. _I REVIEWER I CHECKER I DATE I INDEPENDENT REVIEWER /DATE G-25'"-871 W .. 5,+atn?A7V :>-I'-· zrg SUBJECT/ TITLE s~~iA'\ Lof' 0 @_ S~>.Jow DE~ l(er-1'/l. ~ ~ t£AR. . -I W·:::_ u.s, I QA CATEGORY I COOE CLASS II UfJPEll.._ Ce,/IIS~cn:...,-..~ 0rAJP A'-Ttt<N~'"/1\.Jt-::., j Se::... 3 1 f5 )/4.) DA-M'S 1-rC '-<.!~ Uf "iD !)I_ ,... 5'M\lt..f :::.0 !._ ~IJStl< vP.TLvN /-tJI\<;; ,, '71-f I l JAJOt•·.A-,;;, PAs.- ~ ...,...,.. ~ I i.a' lt-JOttA-(~·S C.II.IHJN./) 'D1 ".i'Siil;;;;. Dr lO-j')~ /)(;;iUS I I (o,3s-x. hz-4o/<4U::.-== :J/.9 pc.~) ?.cc1! 5~ loAO ""' f+-; C>. ~3 'f1 ~ 0·(03 X J~Dfsf -C(4.5' (:-./. USE too f:s: S'N~ LoA-o ~ Joo ps f 4' (10 ;:/:,~ ~o~ .:-t-Je"..; ?LP-:"'"'.: /51 psf (100 %63) oP.. C,. 3 1sA~~..J • 2/52 1 FC05C 551091 7/19/85 Rev. 10/28/85 BASIS OF DESIGN -TEMPORARY AND PERMANENT CAMPS Design Criteria Snow Load: 65 psf 25 year recurrence interval for Seldovia. From "Alaskan Snow Loads", USACRREL 1973 and adjusted for terrain and climatic conditions. Wind Load: 30 psf 1985 UBC, Design charts for 100 mph wind adjusted for terrain and elevation. Seismic Zone: 4 1985 UBC Environmental Minimum Temperature: -10°F Maximum Temperature: 85 Heating Degree Days: 11,000 Environmental Atlas Alaska TEMPORARY CAMP location: floodplain of Battle Creek as shown 1n feasibility reports Housing, mess facilities, shops, storage, etc. Conceptual design with performance specifications. Design of camp pad area showing grading, etc. PERMANENT CAMP location: Approximately 1000' SW fr·orn powerhouse as shown 1n conceptual drawing. / I '. 3.0 TECHNICAL EVALUATION LJpp, ;.· 3.1 SITE DESCRIPTION 3.1.1 FERC Upper Camp The FERC upper camp is located about 1.2 miles west of the damsite. The FERC campsite location is situated near the summit of the lower construction camp-to-damsite access road near Sta. 860, and south of an elongated lake whose water surface is at elevation 1392.5. To minimize environmental disturbance while maximizing use of available space, the FERC upper camp would be confined to an approximately 5.8 acre area within the Project Boundary. The main access road bisects this campsite, which may present an ongoing safety problem for personnel. Leveling of the rock outcrops to form a relatively level area for the proposed camp building layout requires drill and blasting. Approximately 12,000 cubic yards of grading work would be required to prepare the camp pad. The elevation of the FERC upper camp would be about elevation 1415 after the area was leveled and graded. Parking would be available in the camp area . . Observations by the Construction Manager record that the higher elevation areas where the FERC upper camp is sited are subject to deep snow accumulations. Snow depths approaching 5 to 6 feet were observed --------- at the FERC upper campsite during the winter 1986-87. High winds are also prevalent at these higher elevations, causing snow drifting to occur. Drifts up to 12 feet deep along the plowed access road have been reported. The combination of deep snow and high winds create recurrent snow clearing maintenance problem along the upper access road. It could be expected that similar snow maintenance problems would be encountered around facilities placed in the FERC upper camp location. 3.1.2 Damsite Camp The damsite camp is located approximately 0.3 miles north-northwest of the damsite and adjacent to the Bradley River. The damsite camp would be situated on a fill pad created by placing shot rock and other 1-593-Jw 3 r i i ., ! t j _ ... suitable spoil in a small lowland adjacent to the left bank of the -Bradley River downstream of the Bradley River bridge. Placement of approximately 24,000 cubic yards of waste fill from the damsite area would raise the present ground surface from approximately elevation 1055 to elevation 1065 and provide about 2.0 acres for the camp. Placement of approximately 44,000 cubic yards of fill would raise the pad to elevation 1070 and provide about 2.4 acres for the camp. A 350 feet long double lane access road would connect the main access road near the bridge crossing to the damsite camp. Some blasting would be required to widen a narrow cleft in the rock to accommodate the access road to the damsite camp. An equipment trail about 1,100 feet long extending from the damsite camp to a small lake proposed as the water source would also be required. The equipment trail would be needed to support construction of two low dams at the small lake and a water pipeline to the camp. The two dams would range from 75 to 100 feet in length and 6 to 12 feet high. The damsite camp location is about 350 feet lower in elevation than the FERC upper camp alternative. The damsite camp is general~y m~ protected from winds than the FERC campsite location, and is located closer to the damsite work area. Accumulated snow depths at the damsite camp location appear to be less -------·. (e.g., 2 to 3 feet deep) than at the FERC upper camp location, which would reduce the requirements for snow maintenance. However, the damsite camp is located in a natural basin, which would tend to accumulate blowing snow. Close spacing of the damsite camp facilities would also restrict snow removal operations. Due to its smaller area, the damsite camp would require careful planning and layout of facilities to achieve the desired 150-man camp size. 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N .I REVIEWER I CHECI<E~ (OtyTE 11-·;-,?7 1 /.( . .5f/nrP -t:r"/ 3-2Z-8B IINOEPENOENT REVI~ERIOATE SUBJECT I TITLE 5 E!.>n7tc I QA CATEGOR~ CODE CLASS ) 1_ l FI L p-I<-s } I~ 0" 5 LA~ 111/N, !JtiC"'/11~$ l~-----------------*------~, ~.-3" t-L A :!o 7 i?ccT/ t~IZ A 36 L -+-(--f.OO (-:p) 'S) ', f~.~ .5..,. - :::: 9. 5" .. t• --/. EfO _ Q,71 / Cf.50 !i"u ;:; tP S. '/ Or tft { 0, 7:, 5 u t:) -=(o:=,x ?w) o.-(o.q){o-~ )( 5"6) :; 3'Z.4 i(SI ?:-( :1. ') 1. (3 z. 4 \!: "; ") ( IJ. 7~ X T ) -I 0. 7 I< q> «: )' t:jJ +1 = (t:>,5S){ P. z.s-){:;r;J~ /&.. '!" rcsi. CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION &5010 61 J .J.O.IW.~: I CALCULATION NO. t7 ~ c~ -7 1J c. 7 PREPArER I DATE (N' S 1--1-r:?tZ ffl r" I'~ !REVIEWER ICHECICE" ID.ATE ,,_ 7~<t7 f?. 57ii1ne-tr/ 3-22-SB 'UB.JECT I TITLE S E 1!>-mrc [/.'6~ W>< leg"+ z.x~.xl'l { fll<cflG>v') "-z;~] X c_UPL. IF 0 ) (o. "7 .x J-lo7) f L vt>r> Pik ri'tl. s l.~giA) ;< /.l7-= 0,51LJ 4 (I, t 4-w ) + ( ~. 5'1 ttv) /0.7 ~5 t..u = 3. ~z l<-1 r~ 5A'f I REVISION I PA8E 0 !3 I INDEPENDENT REVI~RIDATE I QA CATEGOR~ODE CLASS /, Z4-W 3500# -:p = [ /, '$$ _:; )( _]:) + O.Z5 w I X k;,b7X I -~7) - Z.x!§xY 4 j 1-~4 w 7 5 -'1/>1 E /'f-; .14 s~vE· 5 I-3 & IV X' 1 , z s--=-tJ. ~ ~ w '1 c. & -A (3 OVE' ( /, 40 IN +- /0.7 W-:::. 4. z. /L /P$ ) /, 10 Vo.l :t:r 4000_ 50 jJ t::'516..--r ... cJ' /-f74LL- / C1t.1 TElz t# Fi::e /76'7 TABLE I RELATIVE VALUES Of HAXIHUK GROUND ACCELERATION, VELOCITY AND DISPLACEKENT llaximum Values of Ground Hot Jon Condition AcceleratIon Velocity Olsplac-nt"' g In/sec In, ''Standard" Relative Values 0.5 24 18 Typical llaxl11111 El Centro, 1940, Horizontal 0.33 16 12 8 El Centro, 1940, Vertical 0.22 11 **Minimum, Horizontal 0.10 **Hinlmum, Vertical 0.07 s 3 4 3 Very Intense Earthquake 0.75 36 27 *Transient motion~ iRYO:vlng relative fault displacement, ** Klnl-values re-nded for use In design of nuclear reacton In any region, even where earthquakes are not considered probable. StMISS ~el 1. Low, .... u bel- proport lonal ll•lt, st rassas bel-i yield point 2. worictng stress, no mre t"-' about t yield point 3. At or just below yield point 4. Beyond yield point, with pe~t strain greater than yield po lnt II• It strain s. All ranges TA8LE 2 DAMPING VALUES Type and Condition of St ructura Percentage of Crlt leal DaMping a, VItal piping 0.5 b. Steel, relnf. or prestr. caner,, wood; no crack lng, no joint slip 0.5 to 1.0 a. VItal piping .0.5 tO 1,0 b. Welded steel, prestr. caner .. -11 relnf. conc:r. (only slight cracking) 2 c. Relnf. concr. with considerable cracking 3 to 5 d. Bolted and/or riveted steel, wood structs with nailed or bolted joints 5 tO 7 a. VItal piping 2 b. Welded steel, prestr. concr. (without complete loss In prestress) 5 c. lleinf. caner. and prestr. concr. 7 to 10 d. lolted and/or riveted steel, wood strucu, with bolted joints 10 to 15 e. 'Wood structs with nailed joints IS to 20 a. Piping 5 b. Welded steel 7 to 10 c. Prestr. concr., relnf. caner. 10 to 15 d. Bolted and/or riveted steel, or wood structs 20 Rocking of Entire Structur""' a. On rock, c > 6000 fps b. On fl rm soil, c > 2000 fps c. On soft soil, c :( 2000 fps 2 to 5 5 to 7 1 to 10 "' Higher damping values for la....r v•lues of sels•lc velocity, c. B-4 ··~ /'f7:t7tl -~ p[. ~ Pt:.:~ A 1- j .) (.(""' 1.3Y/ [:} ... -- A/cZ.-·,--?r'IR 1<. .:!' /-/4 t '- CLASS DESCRIPTION I-S Equipment, instruments, o~ components perfonming vital functions that must remain ope~atlve du~lng and after ea~thquakes; Structu~s that must remain elastic o~ nea~ly elastic; Facilities pe~fonmlng a vital safety-related function that must remain functional without repal~. Ductility facto~ • 1 to 1.3. I Items thae must remain ope~ative afte~ an ea~thquake but need not ope~ate-during the event; St~uctures that can defo~m slightly I~ the inelastic range; Facilities that a~e vital but whose se~¥1ce can be (nte~~pted until mino~ repairs are made. Ductility factor • 1.3 to 2. II Facilities, st~ctures, equipment, Instruments. or components that can defonm Inelastically to a moderate extent without unacceptable loss of function; St~ctures housing items of Class I or l·S that must r.ot be penmitted to cause damage to such Items by excessive defonmatlon of the structure. Ductility factor • 2 to 3. III All other Items which are usually governed by ordinary seismic design codes; Structures requiring seismic resistance In order to be repairable afte~ an earthquake. Ductility factor • 3 to 8, depending on· material, type of construction, design of detal Is, and control of quality. ,,,,, •. ,.•.._,,-..->.t.~. •·,,,, ,-,;u~.'....:C".' ... ',,h .. ~'V-0"-'""'-'.._..._,., .. .'•:0.h,•~·.,.).,J~~l'd ....... •,•••-'•''-l,...''-''-'•-'•'•'•'"-'''•'•'•'•'•"''' , , , , , •; ,., V\,,,, • ''-''·''·""''''-', > h\, ~ >, . . . . .... !'7/Yt~# ·_-> i>L. ~ =j .... /5(;~ ;J 3 STONE & ._,:asrER ENGINEeRING CORPORATION JJMPLante/DLMatchett, W/att/ Mr. D.R. Eberle Project Manager Alaska Power Authority P.O. Box 190869 Anchorage, Alaska 99519-0869 SEISMIC DESIGN CRITERIA BRADLEY LAKE HYDROELECTRIC PROJECT JJGarrity/Chron, w/att TCritikos, JBK 98A-la2, w/att Ml.3, w/att JMMissel, w/att NABishop, w/att DPRyan, w/att WCSherman, w/att JHron, w/att RKrohn, w/att JYale, w/att JNowak, w/att April 15, 1986 J.D. No. 15800.12 WP 98A-1a2 M1.3 SWEC/APA 623 The Bradley Lake Hydroelectric Project is located in a seismically active area, adjacent to major fault systems and overlying the continental plate and oceanic plate contact, the Benioff zone. The project will be subject to earthquakes of varying intensity through the project life. Therefore, this letter addresses our recommen- dations for earthquake engineering approach and design criteria. I. GENERAL The Final Supporting Design Report for the Site Preparation Contract in Chapter 7 discusses the basis for the seismic loading used for the• Bradley Lake Project to this date. A number of investigations were previously conducted by the Corps of Engineers, U.S. Geological Survey and Woodward-Clyde Consultants to define the seismic setting of the project. Historically ( 1899 to date), at least eight earthquakes ranging between 7.4 and 8.5 Richter magnitude have occurred within 500 miles of the site. Great earthquakes (surface wave magnitude M =8 or s greater) and large earthquakes (greater than M =7) have occurred historically near the project site. It has been 8 concluded that the project site is likely to experience at least one moderate to large earthquake during the life of the proposed project. The possibility of significant ground rupture in the project area exists but is much less subject to prediction. 2-504-JJ STONE & WEBSTER ENGlNEERING CORPORATION Mr. D.R. Eberle 2 April 16, 1986 APA 623 Alaska Power Authority II. PROJECT STRUCTURES Based upon the review of the historical earthquake records the following mean ground accelerations are proposed for the project design to assure that the structures are safe and adequately designed to fulfill their stated functions. In all cases, vertical acceler- ations of 2/3 the horizontal value will be utilized in design. 1. Main Dam -The Main Dam is designed for a mean horizontal ground acceleration of 0.75g, which represents the mean maximum credible earthquake. The dam is designed for this severe acceleration to maintain water retaining integrity. 2. Intake Structure and Gate Shaft for Power Tunnel -The intake structure and gate shaft for the power tunnel is designed for a mean horizontal ground acceleration of 0. 75g, which represents the mean maximum credible earthquake. The intake gates are designed to operate after a major seismic event to close the power tunnel, thereby limiting downstream damage in the event of penstock rupture, and to limit potential reservoir loss •• 3. Permanent Outlet Facilities in Diversion Tunnel -The Permanent Outlet Facilities in the Diversion Tunnel are designed for a mean horizontal ground acceleration of 0. 75g, which represents the mean maximum credible earthquake. The outlet gates are designed to operate to be able to open to perform reservoir drawdown, if required after a major seismic event. 4. Power Tunnel -The Power Tunnel is designed to act in concert with the surrounding rock mass, unless actual rupture and displacement of the rock mass occurs. It is considered impossible to design to withstand and accommodate rock mass rupture. Design Will be to limit cracking to acceptable levels in the maximum credible earthquake. 5. Steel Liner and Penstock -The steel liner and penstock are encased in concrete in excavated rock tunnels. Once construction is complete, the fully embedded installation will act generally in concert With the surrounding rock mass, thereby limiting damage. The closure of the two penstock inlets into the powerhouse is by spherical valves and operators located in the powerhouse concrete substructure. The spherical valves and operators are designed to operate to cl~se the power conduit, after an extreme seismic event, corresponding to a mean horizontal ground acceleration of 0.75g. 2-504-JJ STONE & WEBSTER ENGINEERING CORPORATION Mr. D.R. Eberle Alaska Power Authority 3 April 16, 1986 APA 623 6. Powerhouse -The powerhouse is designed for a mean horizontal ground acceleration of 0.35g with material stresses not exceeding normal design working stresses. In the case of the mean maximum credible earthquake · (0. 75g), the material stresses will not exceed 150 percent of the normal design working stresses. The powerhouse substructure is constructed on concrete securely fouooed on rock to limit displacement, and hence, the chance of rupture. 1. Middle Fork and Nuka Diversion -The Diversions are designed for a mean horizontal ground acceleration of 0.35g. These facilities are not designed to withstand the Maximum Credible Earthquake. 8. .:.O:..t...,h,_,e:.:.r_ .... P_,_r_,o,_j~e ... c._.t..._...,S ... t:.:.ru ....... c..,t..,ur:=..:e=-=s...__,a._.n...,d...__..F...::a,_,c ... i ... l ... i...,t..,i..,e=s -The other project structures are designed for a mean ground acceleration of 0.35g. These structures are not designed to withstand the Maximum Credible Earthquake. III. PLANT OPERATION Earthquakes will affect the operation of the Bradley Lake Project. Since the project site is located in a seismically active area, it is desirable for the plant to remain operational during and after minor earthquakes. A horizontal ground acceleration of 0.1g has been selected for this operational basis earthquake. Minor damage can be expected during a moderate earthquake corre- sponding to a horizontal ground acceleration of 0. 1g to 0. 35g. This would involve possible repair to such items as r.elays and light bulbs. Architectural siding and windows may need minor repair. Most repairs can be performed by plant personnel using spare parts. , During a major or extreme earthquake having a horzontal ground acceleration of 0.35g to 0. 75g, increased damage may be expected to occur. An inspection of the plant structures and equipment will be required. Since damage may have occurred to the generating equipment,. major repairs may be required. With a ground acceleration greater than 0. 75g, which is greater than the mean maximum credible event presently predicted, increased damage will occur, varying with the earthquake magnitude and period. Attachment A is a seismic evaluation which addresses the project structures and equipment. This evaluation provides an approximate annual probability of exceedance, which is based on the 50 year project life, and the anticipated plant downtime for inspection and repair. 2-504-JJ ( STONE & wEBSTER ENGINEERING CORPORATION Mr. D.R. Eberle Alaska Power Authority IV. SUMMARY 4 April 16, 1986 APA 623 It is not economically prudent to design all structures and equipment for the Maximum Credible Earthquake event. The critical structures and equipment including the main dam, spillway, low level outlet gates and operators, power tunnel, power tunnel intake and intake gate shaft, intake gates and operators, and spherical valves and operators are designed for the Mean Maximum Credible Earthquake. Some repair may be required after the event. However, the operating integrity of these structures and equipment will be maintained during the Maximum Credible Earthquake. The generating equipment will be designed to remain oPerational during minor earthquake events up to a horizontal ground acceleration of 0. 1 g. Minor damage can be expected from an earthquake with a horizontal ground acceleration of 0.1g to 0.35g. Major damage may be possible to the generating equipment from an earthquake with a horizontal ground acceleration of 0.35g to 0.75g. We would like to discuss the Bradley Lake Hydroelectric Project earthquake engineering approach during the Tuesday afternoon design review meeting on April 22, 1986. Please call me if you have any questions or comments. Theodore Critikos Deputy Project Manager TC/NAB/JJ • Attachment 2-504-JJ Noted rt. A. BISHOP ·. . '8b"' ~H..!,..) t. Ct\t\1(0$ / . I Horizontal Ground Aocelera tion Approximate Mean Annual Probability of Exceeding Specified Aooeleration (based on 50 year project life) Anticipated Downtime Projegt Features Dam Spillway Power Tunnel Powerhouse Turbine/Generptor/ Governor Controls -'189-JJ SEISMIC EVALUATION Ooerational Basis up to.1 g 0.1-0.2 (1-2 chances in 10 of exceeding 0.1g) Project resumes operation with in hours ----~ nesign_Basis 0.1 g to .35 g .007 (7 chances in 1000 of exceeding 0.35g) Inspection and checkout 30 days. Repairs 1 to 6 months ALLOWABLE DAMAGE LEVEL Operational No significant damage Operational No.damage, requires integrity check to restart. Minor adjustments/reset controls/spares replace- ments. Operational Architectural damage. No significant structural damage, Minor damage, possible replacement of compopen~s with spare parts Limited damage, replace- ment of components with spares Page Extreme Basis .35 g to .75 g .0004 (4 chances in 10,000 of exceeding 0.75g) Possibly greater than 6 months Limited structural damage, no structural collapse. Potential for functional damage, Structural damage (no structural collapse). Significant architec- tural damage. Possible major damage Possible major damage ......._ "' t~ ~ I "' '\::! "· ~ '' :&:;. ,j ./( OPerational Basis Spherical Valves Operational and Operators Power Tunnel and Operational Diversion Tunnel Slide Gates and Operators, Di verdon Tunnel Powerhouse Operational Emergency Generator 15 kV Switchgear Operational and Bus Main Powerhouse Operational Transformers Substation/ Transmission Line Emergency Lighting Fire Protection Environmental Systems 2-489-JJ Operational Operational, minor damage (light bulb replacement) Operational Operational ,f SEISMIC EVALUATION D~siP:n_ Basis Operational Operational Operational Operational Operational Potential interruption of service Operational, minor damage and light bulb replacement Operational Operational .~ Page Extrem!.L...Balii~ Operational Operational Operational by manual start. Manual cable reconnection may be required. Minor damage Minor damage Out of service, possible major damage May require reconnection to emergency generator and light bulb replace- ment Possible damage Possible damage l. ' ~ ~ "' '\:) !'\ \. VJ '\1 ';'. \ ~ ~ I /( Middle Fork and Nuka Diversions Ooe rat 1 o na l _ __Iias is Operational Permanent Camp Operational Facilities including Permanent Housing Barge Dock Operational Airstrip Access Roads 2-489-JJ SEISMIC EVALUATION Desh:n Basis Operational Operational Soil failures possible. Will be repaired as needed. i ; Page 3 '- Extreme Bash Potential for functional damage Potential for architec- tural and structural damage Major soil failures possible. Will be repaired as needed, f ·,. ,· ......... ~ ' 'IJ\ \} "· "'.JJ \J !j', \ ~ -.._,1) ·-1::1: ~3: ~~a:. ::C:Lt.IO t-a:.r... STONE &: WEBSTER ENGINEERING CORPORA TlON ALLOWABLE LOAD IN LBS REO'D EMBEDMENTS IJ.J ~//////////// SIZE REO'D INITIAL REO'D ~ ~ (d) SPACJNG EOGE lBEFORE FINAL < TENSION l TAl SHEAR tS~ DISTANCE (AFTER ,_ ~ TORQUING) TOROUINGl Ill rd zl. zl. zl. 0 ~~ 1 400 250 2" IJ.J :r 4 4 8 ~ -~ .3 Jd J.l T 0 --1 700 700 3" 3" IJ.J r.rl!-- 8 4 2 "":::: / t . -J 1 1000 1000 4" 3" 4.§. 4" 2 8 M -~ 5 1500 1500 41. Jd 41. 4" 8 4 4 4 ~'IJ~ ~ ~ REO'O 3 2200 1800 sd 41. s.Z. 5" CJ0 v0 V FINAL 4 4 2 8 S EMBEDMENT 7 s.l s.l 7" 6" ·a 3000 2200 6-(AFTER 2 4 8 TORQUING I , .. 3500 2500 7..!.. 6" 8" 7"' INITIAL 4 ' , 4500 4000 8" a" 9" 8" EMBEDMENT •14 !BEFORE NOTES: TOROUINGl 1.00 1. INFORMATION SHOWN ON THIS STANDARD -.............. APPLIES F'OR EXTERNAL THREADED WEDGE ~ EXPANSION DRILLED-IN ANCHORS ONLY. .90 2. f' c "" 3000 P .S.L MINIMUM. "' ~ 3. MINIMUM CONNECTION 2 ANCHORS, EXCEPT .80 THAT ONE ANCHOR CONNECTIONS MAYBE . 70 " USED WITH f' ANCHORS . .,._< "' 4 .. THE r ANCHOR IS LIMITED TO SECURING '.60 .,._ A LIGHTWEIGHT INSTALLATIONS. SUCH AS I LIGHTING CONDUIT, FIXTURES. BOXES. ETC. .50 5. F THE ACTUAL SPACING IS LESS THAN THE z / [\ ' REQUIRED SPACING, REDUCE THE 2 40 5 5 ALLOWABLE LOADS TO THE SQUARE OF THE VI z IT /TAIJ + IS/SAl!= 1 _/ \ RA TlO OF THE ACTUAL TO THE REQUIRED IJ.J SPACING . .,._ .30 \ 6. F THE FINAL EMBEDMENT IS EOUAL TO OR .20 GREATER THAN t THE REQUIRED \ EMBEDMENT, REDUCE THE ALLOWABLE LOADS .10 TO THE RATIO OF THE ACTUAL TO THE ' REQUIRED EMBEDMENT. 7. F THE ACTUAL EDGE DISTANCE IS LESS THAN • 0 TI-E RE~EO EDGE DISTANCE, BUT NOT LESS 0 .10 .20 .JO AO .50 .60 .70 .80 .90 1.00 THAN 5 D1Al.£TERS, REDUCE THE ALLOWABLE Si-£AR CAP AOTY TO THE SQUARE OF" THE SHEAR -S/SA RATIO OF THE ACTUAL TO THE REOUR:D EDGE DISTANCE. NO REDUCTION N TENSLE CAPACITY COMBINED LOAD CAPACITY IS REO~ UNDER THE FOREGOING TO DETERMINE COMBINATION OF SHEAR AND TENSION ON CONDITIONS. EACH SOL T. ENTER CHART WITH THE RATIO OF ACTUAL 8. SP AClNG BETWEEN ANCHORS OF ADJACENT TENSION TO ALLOWABLE TENSION AND FIND THE RATIO PlATES MAY BE A MtNJM OF J" F ALL OF ACTUAL SHEAR TO ALLOWABLE SHEAR. NVOL VED PlATES HAVE ANCHORS WHOSE • THE rANCHOR IS NOT AV~JLABLE F'ROM ALL NTERNAL SPACNG AND EM3EDMENT DEPTH ARE AS SHOWN N THE ABOVE TABLE MANUFACTURERS AND THE 1t ANCHOR SHOULD BE INO REDUCTIONS>. USED ONLY ON SPECIAL DESIGNS. SUPERSEDES STD-MS-1.3-.3-2 TITLE ANCHORS DRILLED IN CONCRETE ISSUE DESCRIPTION FRICTION TYPE 8 BOSTON \~ r _[:A....._ NEW ISSUE CHERRY HILL ...... L-L. L fi.: TSC DIVISION ."PYI- APPROVAL DENVER ILt ~~~y..,:J.. TECHNICAL STANDARD HOUSTON ,:,L ~ / ' ~ t.A' ,-{...: J.t: .. -STS-AC11-2-1 NEW YORK r·' ..: .;...t:.i' ~ .ISSUE/DATE ~I 1 dt.u! ....d-...11 /'Ya4 2) .3] 4) J 65010.64 IFRONTl CLIENTS. PROJECT Pl?A- STONE E. WEBSTER ENGINEERING CORPORATION CAi..CULATION TITLE PAGE *SEE INSTRUCTIONS ON REVERSE SIDE B fZ_ A J' LE'1 LPIL~ Pr?c~c.T CALCULATION TITLE (Indicative of the Objective): "Pavvez 1-1ov$c c;; E /?/)')I C. f/1\JfJL-'1<:-1<:. (17 El}-to ]:> CA LCU LAT ION IDENTIFICATION NUMBER CURRENT OPTIONAL J. 0. OR W.O. NO. DIVISION 6. GROUP CALC. NO. TASK CODE /!7"600. o<Z s J/C-0 - *APPROVALS-SIGNATURE 6. DATE REV. NO. I INDEPENDENT OR NEW PREPARER (5)/DATE (S) REVIEWER(S)/DATE (S) REV I EWER(S)/DATE(S) CALC NO. 1/ fr71 Hvu~ z€t~ 0 W .,..., . ? he r ,.,.., t< " ~,C., .5-hlu?e 1T - 'Z-Z-t.-'61-.3-2.3-88 ~+;· "'~ I~ c -----. 11.r.A 7 Pr< fl ~As ~' 3/15/% 7 ·~ ( 11Tr/lt"Hr~E"xr5 A2f~ ' DISTRIBUTION* I 1 COPY I PAGE 1 OF /Lj 10 rt'tL 52 f11~F..t QA CATEGORY(..;) 0 I-NUCLEAR SAFETY RELATED on om g.- OTHER OPTIONAL WORK PACKAGE NO. 20A SUPERSEDES CONFIRMATION *CALC. NO. *REQUIRED (v') OR REV. NO. YES NO -/ l COPY GROUP I NAME E. LOCATION I SENT GROUP I NAME 6. LOCATION I SENT I (v') I I (V) RECORDS MGT. I yc;p G"vc.l! (•'' 'G) I I I FILES (OR Fl RE I PI!? E PILE: I I I FILE IF NONE) I {;.J. ;; J-le7? m tCJIV I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ! ! I CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION J .J.O./W.O./ CALCULATION NO. I REVISION I P~E .1.5010.61 /52/}tJ,O& -...S -1>C G PREPAR~/DA~ I REVIEWER ~CHECKER {P-/.£ IINDEPI!NOENT REV I EWI!R /DATI! V ,6} .a.-".rv;r-. Z:·l.& ·ZZ. R.5nr;r:f'.--tr; .3·2-2 r_,... ~.., -. ' SUB.JECT / TIT7 <?t;F/<;fl;;( j) r. p ! ,, <'; ,. /l1~p I OA CATE~ I CODE CLASS .r-t ' " -. TABLE OF CONTENTS AND HISTORIC DATA (Revisions, Additions, Deletions, Etc.) Page I I Orig. I Revision l No. Description Review Ro I Dat-e Remarks i I TtnJ? P/16:1E I I-I I 2-I TffBLE oF l flV TEl'./ {<; I t-1 I -. I C lfLC.. 5/.N77/J?,:Ifi' "I I I-I· ·I .:? 4-I ]/ VJ N ft ri1 !.C /'17 t1l>EL I 1-1----i 5' f 5~ 5vP!E'Y2>T/2vc.TV/'7 £-. 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CALCULATION SHEET A5010.61 SUB.JECT I TITLE PI+ 5€]>1"111C ,, STONE & WEBSTER ENGINEERING CORPORATION I .J.O./W.O./ CALCULATION NO. /~0:? -~ -"!'C '- II I REVISION I PA8~4- I QA CATEGOR~ODE CLASS 2 3 4 5 6 7 6 9 iO II 12 13 14 15 16 17 16 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 45 46 65010 65 J.O. OR W.O. NO. !5' 8: oo. o '6' STONE 8. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE 5 !)c-C. RTTACNI"'EN 'T /II /l""'f;, .£ ~ c~ ~s)o.-..u :::-)~c-/re... PAGE I -- c;,::: z_ 0 ..... . w ~d ~ ~ II r--t(') I 9~ ll -(.!) .-J:;:::) II z ~rl a. C/)..J -l: v; (3 lii~ O:VJ / <(:::> ~· / I _, I / 'f" I , lA. d) 0 M o6 w u 2 --0::5 S:a: \/ J ~ 7 / ~ ~ / .::> / <( ·LL ('_ ( _J ;! IJJ w (/) u => L-\ al ..,.# 0: ~ ~ \ u ' \. .......... ' 1""'-o.. ' ........... '\. ""' \ -u <{~ w (/) 0::<( -J-U ~0 u(/) oo W<9 0: a_O w a_ (j)l' -w~ ..... (j)(J) 0 z- 0 Cl... (j) ..... , \ w ~ \ M 0:: 0 0 z <{ w 2: ..... 0 oCD 10 QCDIO lOIO C\i~ ..... -=<ll~ oM {6) eS .NOilV~3"13:>:>V lV~DJdS oO · PO~HOUSE STRUCTURAL DESIGN CRITERIA 2 4 5 6 7 8 9 ;o II 12 13 14 IS 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 4 5010 65 J.O. OR W.O. NO. ISroo. of: STONE 8. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER DIVISION fi GROUP CALCULATION NO. OPTIONAL TASK CODE -5' De-C ~ ) J! T7// C 1-/ /"1 eN I A2. , flr-FEC7 o.c:-!<Ev/SED "5'"'vBS r,<uc. 7 U~e Fl'< EQ vENC 7 PAGE_/_ Q.t: G: 2 3 4 5 6 7 8 9 ;o II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 STONE 8. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET 45010 65 CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. I ~foe·. o Z DIVISION & GROUP 5 CALCULATION NO. oc-c OPTIONAL TASK CODE ~~ (,_,s ,-.! L~ cJs fo rl ::o I I. 2 ( ;/._./ 7L-~t.. 0 "., IS. If.._._ W a. /.., c~ ( . I ,0 -f' r' / C n .- ( 'S"~. .• .j <', . ::;-1, o .-It..-~ -< . I p-r.ic-,.-./~ ) /58 0 o. (J s Cor'\,!:,··~ ,,) .,-) 5";..,v c '· y ..-'. PAGE_·-·- { --------· -·:;_ I r."' ;;> ~-') 1 ? 7 :' t.S --w -j {..]2 (t +J )+ () () ·-·· J ...., z.. I / LJ-.'' . :?. ./ ;G; ,I 1/-"J),,.-,~-c:..~ //c.~dboot- J ) /'1c (': 1Z 11<-v' /-/; t L 1 2. (;;11 ~) 2. "'· L--' 2 I .:2 77 I J, - . I I .. </c •. "('~--...... ,.:./". /.""1, ~ _,.. r' I"' 'I -· -'"~ ,. I -~ f ("' I -~--j ! (~ ii (' I -- I\\. , I I ~.., "" . .-· I 2 3 4 5 6 7 8 9 ;o II 12 13 14 IS 16 17 18 19 20 2 I 22 23 24 25 26 27 28 29 30 3 I 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 "'5010 65 STONE B. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. 15" J>'c c·. ,:, c DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE -:::) :z t::.: J . • ;. r. ~."' I 0 " z (~j s I l /)C-0 --· ---- //.I I \ 2_ [7 ~ J / r 2j '"' .J 7·~ )} -( .• ::::-) •.. -. ' ~ ' (',..) .22. 02 --:::::) :: <' ,(c. ~ tl? i ,} -I I. (, . .-' ./ t' .? j:L 3.5o . -. ' J<~.,~ A/a. 0 o I _j -J I -· ~ - 7 I T) JI115P 6,7~"' V<' c /c;, ::-},-..,""' t :S'7i?VDl ) [ o. 0 t s I ¢, ":;:--ct., I. o ) 2 ~ I 7.2 ' I . -· , ... -,;; 71 } ,., ... ., ,. -,,.r" ,..., .,,:; :..; ... ---. ..... ' ::a') ~! •' -. c . OC) ~ -·' . :.. t"' ,. "'"' ., ' 5"' ::: t.~J • .,. ( ) t:/"13 ~-''5 ![ ~ ~/' / ( , ..... ~- [ /. 0 -/' -0. I o '1 _, L 1 •. • . l • PAGE ~ } ;' ' ,, 11 ::: 2 3 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 STONE 8. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET ... 5010 65 1----------"T ____ c_A_L_c u_L_A_T...,I_o_N_I_DE_N_T_I_FI_c_A_T_I o_N_N_u.,..M_B_E_R _____ ~ ~-;.f~,r.,..,. :2-1 CALCULATION NO. OPTIONAL TASK CODE PAGE ...:::'A J.O. OR W.O. NO. DIVISION & GROUP J580CJ. ()8 s Ku =5.s;tJ;CJ + 3t:.!B =58/ ~37 i; K 21 =-3t./8 ..f;; k I(JZ. = -30)8 Ji:j k. Kzz. = 3~18 m ])C..-~ 4 • • I • I s.btr,~. I _s,2,_,_"~""·l 1_AA~~AJ:LA}:l. J-:l gvvvvvt.~.:J v v >/ /~ ~+ !" S5.o!'lk n 3~~Bk M !1z. I _.., }(.II -K;:z. h.re-1/if/ Fune-tfoh: Fov-~ ).-'d ,;=:-:.,..1/' ': : ·~?;.-, ' ~ The. ba;,;C e.gt~cdf()J.t or mo-/;t;h ;'_5 cf!'v'ert by /VI X + c X + K.. X = -/'11 X r. Jhe-re_.5):JCY1.92-.7/(eL-!Y-a )0)"'uT p fhe-1 _;;~L)J;L f?Y?Jjrc'~ re;::~~_::-::-f:s f!;e etc-Le)~qtJ!Jr;s X. /.J;e.5€-acce/-eramnf? J.r/_t;;/ i??--f71/!-f:;7/.·~l oj -/);e 111456 frl(?lr!X C?Y14, ;JM11[/y veciv-To obh;YJ -jhe co»";:-··0 --> ~ei.5nt;'C.. -h~c;Y'fr -func,:frCJY!. 7~,.;;e c;vera-ht?f?.S are ;nc/1/!d~d ~.5 I11)?Y'f lo ffie 'J:)//J/t-A1/C /....vAPJJJ6 U'm/H?~.04 111 -1/:e ..7TJ?()J;j_ rw/1, 3 4 5 6 7 8 9 iO II 13 14 IS 16 17 18 19 20 2 I 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 ... 5010 65 J.O. OR W.O. NO. /5ooo. L"l'd" STONE 8. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER DIVISION u GROUP CALCULATION NO. OPTIONAL TASK CODE 5 De-c. )-I .t:t C fC, 5 --/'• ,-, OJ -- c..;._ = ~I :; ') 0..2 t t·•./ ,-. / J ... -~ ' I L;<J. ~-/ 7 i:j.:.. • 7<? .:::··-:· .....,; _,;, .,_, ,- 5-gc ... ) 5t.; - ·' . '.:- ( 3. 27 5 8lf-~? 73C. o /. 75 ' _.., -· ./ -r = ' ~-~8~3 /· .... ;<;..:(" L ......, f -~ ? , .... ~. ~ ,;..../-..,... 2. ' . \ 7" . I 2 ( I "'-I S:.<" c .I c, .,. 3 s c..'/ -) ..! .... c 5' ;. lj .q ~ r; r .. tf o.._ '( . ..J,_.. {• .C.> s-· • _.t I ' :;r ,--. .-· .. \:,~ (,;:.-,---. I - ,/ . .. .. PAGE -· 2 4 5 6 7 6 iO II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 26 29 30 31 32 33 34 35 36 37 36 39 40 41 42 43 44 46 ... 5010 65 STONE 8. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET /1 ~··-: •. r_r / '".r , . # # CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. DIVISION & GROUP CALCULATION NO. OPTIONAL TASK CODE PAGE 6- rn " o. I I ::; lc.-,. '.' o, < closr ,,..,J,_,).,.,..dr"~ .P ' """ rl ~ ~ . ·,~ ~. ! "' l.l .Hi' ;'.5 //. 6 ) .0 ~ .-: :1 .. // >I ( ~-8 </ / 7 1 _,} ,., """. ' ) ·:::: SJ J 7 I I ( /5 ;;, II Y 67{, 2- ' I ,J c. {6 o. 7~ ,,.-a_., -: ..., I&:-- r<s v/ls ;/ /-5 I t"'v1t:>d.,. I<;. ;?.5 -:) v f-', :> J,·" c: 1-v_r <!." /<"\LV/,..-~t"'" rJ,.--" :.:'/7 r' .·-._a. ,. ::\..--. '---i I 5~ ' I , , .::;;;-,... r"' " j r""1 ~ rJ"" ~ ..... , ~ ~ ~ ... ·'' ,-, I <""' (" /:... ,· ../ ,'. f..-./~ /1. ;; .;-1/ !, ,· ~ ~ . -' ,.. ;:,.,.,., d.-..,/;1 I 2 3 4 5 6 7 8 9 ;o II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 &5010 65 STONE B. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER J.O. OR W.O. NO. 158'oc·. cS DIVISION & GROUP ::=:- CALCULATION NO. .oc..c OPTIONAL TASK CODE ~1./f--t,-.5:/,-vt' 1-~..-/-~ ~ 1/ b <; fr '-' ,.-:. / '-' r -< )c·, - /_) c>-1...::: ' , I _: (> :<' '(.. ·' r-.~', -~ ~ _/<" .... /' I .... / /,, ;.~ ll~ I :_.-...... - ./ / -<-''-~-c~ ( / S ' <; r~ sf""'st:. r / .• f.:: ~ S .,.. ,-· y ;,~,"'I/"" I _) ~ .:' "'" ....:" J A ·" //, ~ (' _, ' ' .. r-r:'.s/.s/ L .----.....-; P~~:!' _::/ / ; ~ h &.-../'(' ;' ( ~".~ ....... r' .-, ·' ~ r--<'51/.//s 50/ /i ( i-t', ,//7 /" . - f1 ~~- ..,.,.} / .::, ""/ /../ ( r ?-'I ,(' ...:'; 7 / I ~ ,;:::.. (' /'{ ~) ' ' . ~ " ~. J, -' ; .:f p' }. , <" :: ·-~ .-. ,..... -~ (!" ,-0 • r-...1_ ( y I •' "; / .' ) ' /· ~-~ PAGE ****A •• START •• JOB 6143 •• R0011002 •• PRAKASH ****A •• START •• JOB 6143 •• R0011002 •• PRAKASH ****A •. START •. JOB 6143 •• R0011002 •• PRAKASH OOODDDD OODDDDDD DO DO DD DD DD DD DD DD DDDDDDDD DODD DOD ppppppp pppppppp pp pp pppppppp ppppppp pp pp pp 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 DDDDDDD DDDDDDDD DD DD DO DO DD DO DD DO DDDDDDDD DDDDDDD vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 333333 33333333 33 33333 333333 33 33333333 333333 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv AAAAAA KK KKK AAAAAAAA KK KKK AA AA KK KKK AAAAAAAA KKKKK AAAAAAAA KKKK AA AA KKKKK AA AA KK KKK AA AA KK KKK I? 11 111 II 11 II 11 II 11 II 11 II 11111111 I 11111111 ****A •• START •. JOB 6143 •• R0011002 •• PRAKASH ****A •. START .. JOB 6143 •• R0011002 .• PRAKASH ****A .• START •. JOB 6143 •• R0011002 •• PRAKASH JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ AAAAAA AAAAAAAA AA AA AAAAAAAA AAAAAAAA AA AA AA AA AA AA 55555555 55555555 55 5555555 55555555 55 55555555 555555 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV .FLOOR DV .FLOOR DV 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 ssssss ssssssss ss sssssss sssssss ss ssssssss ssssss l? II II II II I 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 . . . 9 26 23 AM •• 03I15188 •• R6.PR2 9 26 23 AM •• 03115188 •• R6.PR2 9 26 23 AH •• 03I15188 •• R6.PR2 BBBBBBB BBBBBBBB BB BB BBBBBBB BBBBBBBB BB BB BBBBBBBB BBBBBBB HH HH HH HH HH HH HHHHHHHH HHHHHHHH HH HH HH HH HH HH 888888 88888888 88 88 888888 88888888 88 88 88888888 888888 BBBBBBB BBBBBBBB BB BB BBBBBBB BBBBBBBB BB BB BBBBBBBB BBBBBBB 888888 88888888 88 88 888888 88888888 88 88 88888888 888888 666666 66666666 66 6666666 66666666 66 66 66666666 666666 666666 66666666 66 6666666 66666666 66 66 66666666 666666 •• SVS.C168 •• JOB 6143 •• START •• A**** ..SVS.C168 •• JOB 6143 •• START •• A**** ..SYS.C168 •• JOB 6143 •• START •• A**** 11 111 11 11 11 11 11111111 11111111 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 11 111 11 11 11 11 11111111 11111111 4444 44444 444 44 444 44 44444444 44444444 44 44 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 4444 44444 444 44 444 44 44444444 44444444 44 44 333333 33333333 33 33333 333333 33 33333333 333333 222222 2222222~ .... 22 2~ 22 U1 222-00 222 ::l'-0 2222222~ 0 2222222 • ~0 JT1cp :z(J) -.o (") )>' wm 333333 33333333 33 33333 333333 33 33333333 333333 .FLOOR DV • 9 26 23 AH •• 03I15I88 •• R6.PR2 •. SYS.C168 •• JOB 6143 •• START .• A**** .FLOOR OV . 9 26 23 AH .• 03115I88 •• R6.PR2 •. SYS.C168 •• JOB 6143 .. START •. A**** .FLOOR DV • 9 26 23 AH •• 03115188 •• R6.PR2 •• SYS.C168 •• JOB 6143 .• START •• A**** ~ \J\l *********************************************************************** * COMPUTER SYSTEM SCHEDULE EASTERN STANDARD TIME * * MON-FRI 07:30 -00:15 AM ALL SYSTEMS, CICS 07:30-21:00 * * SAT. 07:30 AM -16:00 PM ALL SYSTEMS * * SUN. 08:00 AM -15:00 PM ALL SYSTEMS * * * * * * * *********************************************************************** * * * IF YOU HAVE ANY PROBLEMS COMMUNICATING WITH AN ONLINE SYSTEM * * CALL X-5788 FOR HELP. A MEMBER OF THE COMMUNICATIONS DEPARTMENT * * WILL BE GLAD TO ASSIST YOU. * * * * * *********************************************************************** * * * * * * * * * * * * *********************************************************************** * * * THE COMPUTER DEPT. DISTRIBUTES INFORMATION ABOUT IMMEDIATE CHANGES * * AND/OR PROBLEMS VIA A FLASH SYSTEM. IF YOU WOULD LIKE TO RECEIVE * * ANY OF THE FLASHES WE DISTRIBUTE PLEASE CONTACT RALPH GENTILE * * 245/5 AT EXT 1036. * * * *********************************************************************** XX XX xxxx XX xxxx XX XX * * * AAAAA AA AA AAAAAAA AA AA * * AA AA * * * * * *** ** * * * * * * * * * *** * * ***** * ** **** * *** ** * **** * ***** * ******* ********** ************* *************** ********* * ********* ****** ** *** *** ***** * * * * * )> .... '"-tc.n -'m ,.o no * :::t:· * 0 * * * * * * * * * * * * * * * * * * * a: 00 r•1 • :zen -0 * ·o >' w<n ~ \~,) I \ I J E S 2 J 0 B L 0 G --S Y S T E M C 1 6 8 --N 0 D E J E S 2 B 0 S 09.22.18 JOB 6143 $HASP373 R0011002 STARTED-INIT 12-CLASS A-SYS C168 09.23.00 JOB 6143 +MDC001I ------------------------M=033 S=OOOOO E=00042 09.23.01 JOB 6143 $HASP395 R0011002 ENDED ------JES2 JOB STATISTICS ------ 15 MAR 88 JOB EXECUTION DATE 39 CARDS READ 519 SYSOUT PRINT RECORDS 0 SYSOUT PUNCH RECORDS 32 SYSOUT SPOOL KBYTES 0.70 MINUTES EXECUTION TIME > ..... ....,01 '"""'()) :r>o oo :t:· s:g fJ1 • 2(1) -sC (') );>• wm '!:-. \ ~ J ' \-I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1 1R0011002 JOB DV,PRAKASH,MSGLEVEL=1 ***ROUTE PRINT DV ***FICHE ORIG=2 ***FICHE ORIGTO=RECORDS RETENTION CENTER-1 ORIG ***FICHE ORIGTO=PRAKASH, DOCI18 - 1 ORIG ***FICHE COPIES=3 ***FICHE COPIESTO='PRAKASH DOCI1B' ***FICHE TITLE1='BRADLEY LAKE POWERHOUSE DYNAMIC ANALYSIS' ***FICHE TITLE2='STRUDLSW,ST-346,V03L03' ***JOBPARH REGION=600K,TIHE=1 JOB 6143 JOB 6143 JOB 6143 JOB 6143 JOB 6143 JOB 6143 JOB 6143 JOB 6143 JOB 6143 JOB 6143 II EXEC STRUDLSW,TIHE=1 PRINT='(R,SWRF 6001)' XXSTRUDLSW PROC DD4=40Q6,CDBS=CDBR42,PRIH=300,SEC=300, 00000010 XX PRINT=A,OUTLIH=15000 00000020 ***************************************************** 00000030 *** ST -346 lSTRUDL-SW\ 06129185 C. E. DOHERTY ** 00000040 ***************************************************** 00000050 XXSTRUDL EXEC PGH=LOADICES,PARH=V3ICEX5 REGION=1200K 1 TIHE=5 00000060 XXFT06F001 DD SYSOUT=&PRINT,SPACE=!1995,13000,300) RL~E), 00000070 IEF6531 SUBSTITUTION JCL -SYSOUT= R,SWRF 6001)fSPACE=(1995,(3000,300),RLSE)1 XX DCB=(BLKSIZE=1995,LRECL=133 RE FH=FBA~ OUTL H=&OUTLIH 0000u080 IEF6531 SUBSTITUTION JCL -DCB=1BLKSIZE=1~Q5,LRECL=133,RECFH=FBA),OUTLIH=15000 XXFT06F002 DD SYSOUT=&PRINT,SPA~E=!1995,(500,50),RLSE), 00000090 IEF6531 SUBSTITUTION JCL -SYSOUT= R,SWR~~6001),SPACE=(1995,(500,50),RLSE)1 XX DCB=(BLKSIZE=1995,LRECL=133,RE FH=FBA 00u00100 XXDD1 DD UNIT=SYSDA,SPACE=(TRK (10,10)),0 B=DSORG=DA 00000110 XXDD2 DD DSN=ICES.DATA.STRUDL32,DISP=SHR,LABEL=(,,,IN) 00000120 XXDD3 DD DSN=ICES.HAC.&CDBS,DISP=SHR,DCB=BLKSIZE=4096,LABEL=(,, IN) 00000130 IEF6531 SUBSTITUTION JCL-DSN=ICES.HAC.CDBR42,DISP=SHR,DCB=8LKSIZE=4096 1 LABEL=(,,,IN) XXDD4 DD UNIT=SYSDA,SPACE=(&DD4,(&PRIH &SEC)), u0000140 IEF6531 SUBSTITUTION JCL-UNIT=SYSDA,SPACE=(4096,(300,300)), XX DCB=(BLKSIZE=&DD4,DSORG=DA) 00000150 IEF6531 SUBSTITUTION JCL -DCB=(BLKSIZE=4096,DSORG=DA) XXSTEPLIB DD DISP=SHR,DSN=ICES.EXECLIB.REL42 00000160 XX DD DISP=SHR,DSN=HDCLDR.REL42XA 00000170 XXPRODLIB DD DISP=SHR,DSN=ICES.SYSTEH.REL42 00000180 XX DD DISP=SHR,DSN=ICES.HODULES.V03L03,LABEL=(,,,IN) 00000190 XX DO DISP=SHR,DSN=ICES.HODULES.V03L02,LABEL=(,,,IN) 00000200 XXFT07F001 DD SYSOUT=B 00000210 XXFT25F001 DD DSN=STRUDLSW.DOC1.NEWS32(ACTHSG),DISP=SHR,LABEL=(,,,IN) 00000220 XXFT26F001 DD DSN=STRUDLSW.DOC1.NEWS32(ALLHSG),DISP=SHR,LABEL=(,,,IN) 00000230 *** PLOTTAPE DD SYSOUT=P 00000240 XXFT05F001 DD DDNAHE=SYSIN 00000250 IISYSIN DD * GENERATED STATEMENT )>.---.c.n -'oa l>O oo :c· ==~ r., • zen -:C 0 )>' wen '\ .. \\ . r ~ IEF236I ALLOC. FOR R0011002 STRUDL IEF2371 JES2 ALLOCATED TO FT06F001 IEF2371 JES2 ALLOCATED TO FT06F002 IEF2371 427 ALLOCATED TO DD1 IEF2371 972 ALLOCATED TO DD2 IEF237I 973 ALLOCATED TO SVS00670 IEF237I 977 ALLOCATED TO DD3 IEF237I 962 ALLOCATED TO DD4 IEF2371 974 ALLOCATED TO STEPLIB IEF2371 C4B ALLOCATED TO IEF2371 7D1 ALLOCATED TO PRODLIB IEF2371 437 ALLOCATED TO IEF2371 7D3 ALLOCATED TO IEF2371 JES2 ALLOCATED TO FT07F001 IEF2371 C54 ALLOCATED TO FT25F001 IEF2371 700 ALLOCATED TO SVS00672 IEF2371 C54 ALLOCATED TO FT26F001 IEF237I JES2 ALLOCATED TO FT05F001 MOC0011 ------------------------H=033 S=OOOOO E=00042 IEF1421 R0011002 STRUDL -STEP WAS EXECUTED -CONO CODE 0000 IEF2851 JES2.JOB06143.S0000102 SVSOUT IEF2851 JES2.JOB06143.S0000103 SVSOUT IEF2851 SVS88075.T092218.RAOOO.R0011002.R0000001 DELETED IEF2851 VOL SER NOS= PUB001. IEF285I ICES.DATA.STRUDL32 IEF2851 VOL SER NOS= STR819. IEF285I CATALOG.VSTR805 IEF285I VOL SER NOS= STR805. IEF2851 ICES.HAC.CDBR42 IEF285I VOL SER NOS= STR827. IEF2851 SVS88075.T092218.RAOOO.R0011002.R0000002 IEF2851 VOL SER NOS= PUB003. IEF2851 ICES.EXECLIB.REL42 IEF2851 VOL SER NOS= STR830. IEF2851 HDCLOR.REL42XA IEF2851 VOL SER NOS= STR825. IEF285I ICES.SVSTEM.REL42 IEF2851 VOL SER NOS= STR808. IEF2851 ICES.MODULES.V03L03 IEF2851 VOL SER NOS= STR815. IEF2851 ICES.MODULES.V03L02 IEF2851 VOL SER NOS= STR809. IEF285I JES2.JOB06143.S0000104 IEF285I STRUDLSW.DOC1.NEWS32 IEF285I VOL SER NOS= STR814. IEF285I CATALOG.VSTR806 IEF285I VOL SER NOS= STR806. IEF285I STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF285I JES2.JOB06143.SI000101 KEPT KEPT KEPT DELETED KEPT KEPT KEPT KEPT KEPT SVSOUT KEPT KEPT KEPT SVSIN :r:-...... -....en -too l>O oo :c· 3:g fTI 1 z(./) -c 0 )>' wm IEF373I STEP ISTRUOL I START 88075.0922 IEF374I STEP ISTRUOL I STOP 88075.0923 CPU OMIN 00.76SEC SRB OMIN 00.21SEC VIRT 608K SVS 272K EXT 4K SVS 8848K ................... " ..............................................•.................•.....•..•................................. 038 .JOB -R0011002, SUBMITTER -PRAKASH , FLOOR -DV , READER TIME, DATE -09.22.18, 03115188 .STEP NUMBER 1, STEP NAME -STRUDL , PROGRAM NAME-LOADICES. RAN FROM 09.22.19 TO 09.23.01 .ENDING CONDITION -RETURN CODE 0, REGION USED -880K, PERFORMANCE GROUP -20, SWAPS -0 .PAGEINS -0, PAGEOUTS -o. VIO PAGEINS -O. VIO PAGEOUTS -0 .CPU TIME -.97 SECS, EXCPS -( 1,835 NON-VI0 1 0 VIO), CPU UNITS - .SVSIN RECORDS -27, OPENS -( 0 TAPE, 8 TtMP, 7 PERM), 2.62 SECS $10.17 COST = .J' •• .EXCPS/DO.,,.I'IE - 14/STEPLIB 9/FT25F001 375/001 9/STEPLIB + 1 11/f> ..... 59/PROOLIB 87/003 54/PROOLIB + 1 307/004 910/PROOLIB + 2 i E F 3 i 5 i .. jQB. i ROO i i 002i. StARt. 8807 6: 0922 ....••.•.••••••.....••••...•....•....••• ~ .•.....•••.•••....••...•••••.•......•••.....••..... IEF376I JOB /R0011002/ STOP 88075.0923 CPU OMIN 00.76SEC SRB OMIN 00.21SEC :totAL·cpu'tiMt·:·······:97's£cs:·totAL·excps·:c·····i:s35'NoN:vio:·········o·vio;:·totAL·cpu·uNits·:······2:62'stcs················ .TOTAL JOB COST EXCLUDING PRINT CHARGES; $10.17 )> .... ... Cit -oo :r>o oo :r:· 3:g rrJ • ZCI) .. 0 ·o )>• wm 'b. ; '\ j **************************************************** * * * * * * * MCAUTO ICES EXECUTIVE SYSTEM * * * * RELEASE 4.2 -06 JUN 1984 * * * * TIME-09:22:29 DATE-MAR 15, 1988 * * * * HODEL 90 VS2 REL 3.8 * * * * * * * **************************************************** )>..,. .... UI -too l>o oo :::t:· a;:g rn • 2(/) a -.(") )>• wat )'. ' J ' STRUDL •BL• •POWERHOUSE DYNAMIC ANALYSIS• *********************************************** * * * ST-346 STRUDL-SW * * THE STRUCTURAL DESIGN LANGUAGE * * * * STONE & WEBSTER ENGINEERING CORP. * * BOSTON, MASSACHUSETTS * * VERSION 03 LEVEL 03 * * 9:22:55 3/15/88 * * * * SYSTEM LINK-EDIT DATE/TIME * * 85.117 15.13.01 * * * * SIZE OF POOL 51168 BYTES * * * *********************************************** )> ...... ..... U1 -ioo l>O oo :::c:· 3:g ..., . :zW --tc (') )>• w"' ~ \l) h THE FOLLOWING LOAD MODULES ARE CURRENTLY IN PRODUCTION: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT OUT COM 80.204 15.51.57 OUTDUP 80.204 15.51.57 STAISC 81.034 16.14.12 STAJFl 83.314 22.12.24 STALL 79.269 12.20.26 STAND 83.314 22.39.02 STBPLN 79.262 11.49.44 STCBIC 80.365 15.58.56 STCHCK 82.041 10.09.24 STCHLD 83.314 22.17.58 STCHZC 81.107 11.08.13 STCOHB 81.107 15.12.28 STCONS 83.314 23.21.27 STCREA 83.314 22.20.54 STDBSB 82.061 14.25.03 STDCLS 81.351 17.19.14 STDEIG 83.314 22.29.34 STDEX 81.351 17.28.50 STDJTJ 81.351 17.18.04 STDJTR 83.314 22.27.48 STDLEV 81.352 17.16.42 STDLIS 81.352 17.23.44 STDHFD 83.314 23.08.48 STDHOR 83.314 22.57.30 STDPRT 81.352 17.24.37 STDRAV 81.352 17.28.54 STDRPl 81.352 17.25.18 STDRP2 81.352 17.25.18 STDSP 81.352 17.17.56 STDSVl 80.204 08.47.32 STOUIP 81.352 17.31.21 STDUHP 80.200 15.23.54 STDXHH 81.352 17.27. 14 STDXHH 81.355 08. 51.50 STDlBS 79.282 15.47.26 ST02BS 83.314 23.04.06 STECI2 81.344 17.13.28 STECI4 79.262 12.16.13 STERH1 79.262 12.17.40 STERH2 79.262 12.18.47 STERH5 80.365 16.23.11 STERH6 81.352 17.18.57 STEROR 83.314 22.54.12 STERR7 81.352 17.26.11 STERR9 81.352 17.20.37 STGEN 81.344 17.18.04 STINL T 81.352 17. 28.06 STINHD 85.177 11.06.20 STJPVP 83.314 22.46.02 STJTSZ 79.269 12.23.52 STLDTA 83.314 22.49.28 STLGRE 82.141 07.57.14 STLIST 83.314 23.17.16 STLSEL 83.314 23.17.16 STHBEC 79.269 12.23.52 STMBIN 83.314 22.41.03 STHBPR 79.269 12.23.52 STMDDP 83.314 23.14.46 STHDWT 83.314 22.47.46 STMESS 80.203 11.10.45 STNF17 81. 107 11.39. 46 STNUTP 83.314 23.21.27 STOPCN 80.365 16.36.43 STOR 83.314 22.39.02 STORID 83.314 22.39.02 STORLD 81.350 17.48.07 STOTPS 81.352 17.35.35 STPDTA 81.344 17.14.31 STPL38 79.262 16.34.31 STPOW 83.314 23.21.27 STPPRI 79.262 16.36.54 STPUN 81.355 08.58.54 STRELT 83.314 22.41.03 STRLDP 83.314 22.31. 31 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSTAT 80.203 11.11. 44 STSTCH 82.041 17.19.48 STSUB 83.314 21.49.26 STSWDW 82.025 13.47.14 STSW11 81.352 17.19.47 STSW14 80.203 14.59.02 STSW16 85.171 15.38.59 STTCCH 80.365 16.39.14 STTECC 81.035 08.52.33 SHEDD 81.015 08.47.07 STTESH 82.039 17.06.20 STTGDV 83.314 21.43.24 STTOW1 83.314 21.39.35 STTOW2 83.314 21.32. 52 STTSOC 80.366 08.36.08 STTSOP 80.366 08.37.17 STTSPA 80.366 08.40.12 STTSPI 80.366 08.40.12 STUN IT 83.314 23.21.27 STUN IV 83.314 21.08.20 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 ST2UIP 81.352 17.31.21 ST346 80.200 15.39.56 LOAD MODULE OUTPT STAJF2 STANK! STCCK STCHVC STCOHP STC2LD STDCHP STDFTS STDKCO STOLS STOORT STORES STDRP3 STOTIH STDXEG STDXSH STD3BS STEOTA STERH3 STEROH STERR8 STGRUP STINTR STLDNG STLGRP STLTRE STHBLD STHDLS STHREL STOERR STORCO STOSEC STPL19 STPPAR STPUNS STRTER STSLVP STSTDP STSWP2 STSW15 STTDTA STTEQU STTGPV STTPLC STTSHC STULEN STVEAS STlUIP DATE/TIME OF LINK-EDIT 80.204 15.51.57 83.314 22.12.24 81.351 17 .14. 42 79.262 11.52.01 81.107 09.56.50 80.365 16.19.32 83.314 22.17. 58 81.351 17 .11. 53 81.351 17.13.46 81.352 17.23.13 81.352 17.31.21 83.314 22.59.51 81.352 17.32.44 81.352 17.25.18 81.352 17.25.45 83.314 23.01.05 81.352 17.21.36 83.314 22.55.50 80.203 15.02.27 )>~-& 79.262 12.19.30 79.262 12.20.13 ..... U't 81.352 17 .32. 53 -!()() 83.314 22.43.34 >o 83.314 23.11.57 oo 81.350 17.48.07 :x:· 82.060 15.05.08 Sl:~ 82.060 15.05.54 81.350 17.48.07 r'll • 83.314 23.17.16 z.n 83.314 22. 41.03 -,0 79.262 16.18.19 ("') 83.314 22.41.03 l>' 79.262 16.25.27 wen 79.262 16.32.51 79.298 08.54.23 81.352 17.27.42 79.263 08.55.52 83.322 10.36.16 83.314 23.26.06 81.352 17.26.36 80.200 15.34.25 80.365 16.42.23 80.366 08.17.49 80.366 08.26.41 83.314 21.18. 56 80.366 08.38.23 83.314 21.11.40 83.314 22.15.04 81.352 17.31.21 ~ \}1 l '-.. ,~ THE t~LLOWING COBS ARE CURRENTLY IN PRODUCTION: COB DATE/TIME OF COMPILATION COB CON' 85.171 09.24.41 DEAD ECC' 85.171 09.24.52 END' ERR105' 85.171 09.24.53 FIN' GOES 85.171 09.24.55 HHCON' HHMR2' 85.171 09.24.56 HHT999' JNTLODIS 85.171 15.30.40 JOI' LIST 85.171 09.25.01 LOA' MBLD 85.171 09.25.05 MBLIST' MEM' 85.171 09.25.06 MRERED' NSPEC' 85.171 09.25.09 OUT' PRDAT' 85.171 09.25.12 PRI' PRSUB' 85.171 09.25.14 PRVAR' RECC 85.171 09.25.18 REL' SEC' 85.171 09.25.25 STIFFN' TYP' 85.171 09.25.38 UNI' XYWDAT' 85.171 09.25.43 ZBAND' COM' 85.171 09.24.41 DUMP SCAN 85.171 09.25.22 TEM' WCOM 85.171 09.25.40 CNDES1' CNSTR' 85.171 09.24.40 DEF' PAR' 85.171 09.25.11 SEL' TAK' 85.171 09.25.36 TPAR DEL' 85.171 09.24.45 CSM' DASTl I 85.171 09.24.43 DDAMP' DINP 85.171 09.24.46 DYANA' DYLOD' 85.171 09.24.49 DYN' DYSTIT' 85.171 09.24.51 DYSUB' INER 85.171 09.24.58 ITER NORM 85.171 09.25.08 PUN' SDDOF' 85.171 09.25.24 STO' WLIST' 85.171 09.25.42 RAY' CRE' 85.171 09.24.41 GRO' STRUDL2' 85.171 09.26.17 STRUDL50 DATA SET ICES.DATA.STRUDL32 LAST MODIFIED ON 09/26/85 12:04:58 DATE/TIME OF COMPILATION COB 85.171 09.24.43 DSPEC' 85.171 09.24.52 EROERI' 85.171 09.24.54 GETID' 85.171 09.24.56 HHMR1' 85.171 09.24.56 INC' 85.171 09.24.59 JTLIST' 85.171 09.25.02 LODIS' 85.171 09.25.05 MDF' 85.171 09.25.07 NOD' 85.171 09.25.10 PLO' 85.171 09.25.13 PROP 85.171 09.25.15 RDLIST' 85.171 09.25.18 REREAD' 85.171 09.25.32 STIFLE' 85.171 09.25.39 W9' 85.171 09.26.10 CHE' 85.171 09.24.47 PLANAR' 85.171 09.25.37 TMLD 85.171 09.24.39 CNDES2' 85.171 09.24.44 OPER 85.171 09.25.26 SREAD' 85.171 09.25.38 UNL' 85.171 09.24.42 DAMP 85.171 09.24.43 DEN' 85.171 09.24.48 DYDRAW' 85.171 09.24.50 DYREP' 85.171 09.24.51 EST' 85.171 09.24.58 MATR 85.171 09.25.16 REPE 85.171 09.25.35 STRUCT' 85.171 09.25.16 ORA' 85.171 09.24.55 STRUDL I 85.171 09.26.18 DATE/TIME OF COMPILATION 85.171 09.24.47 85.171 09.24.53 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.00 85.171 09.25.03 85.171 09.25.06 85.171 09.25.08 85.171 09.44.19 85.171 09.25.14 85.171 09.25.17 85.171 09.25.21 85.171 09.25.33 85.171 09.25.42 85.171 09.24.39 85.171 09.25.11 85.171 09.25.37 85.171 09.24.40 85.171 09.25.09 85.171 09.25.31 85.171 09.25.39 85.171 09.24.42 85.171 09.24.45 85.171 09.24.48 85.171 09.24.50 85.171 09.24.53 85.171 09.25.04 85.171 09.25.20 85.171 09.25.35 85.171 09.24.47 85.171 09.26.11 )>.- ~Ul --00 ~0 no :c· ~~ r., • zl.l) -,0 (') )>' wm 2b ( l-l '-.._ f",-·.' 06/04/87 06/04/87 03/25/86 03/25/86 06/29/85 06/29/85 10/28/82 10/28/82 ST-346 STRUDL-SW *** NEWS *** ************************************************************************************************************** * ERROR -NEGATIVE BETA ANGLES ************************************************************************************************************** IF A MEMBER HAS A NEGATIVE BETA ANGLE AND IS LOADED BY A LATERAL MEMBER LOAD, THEN ALL SECTION RESULTS FOR THAT MEMBER Will BE INCORRECT EXCEPT AT THE MEMBER END. WORKAROUND: INPUT THE POSITIVE EQUIVALENT OF THE NEGATIVE BETA ANGLE. ********************************************************************************************************************** * ERROR -MEMBER LOADS ON YZ PLANE FRAME MEMBERS * ********************************************************************************************************************** IF 1 FOR A YZ PLANE FRAME MEMBER, A MEMBER LOAD IS SPECIFIED, THE GLOBAL Y-PROJECTION OF THE MEMBER IS NEGATIVEf AND THt GLOBAL Z-PROJECTION OF THE MEMBER IS NON-ZER0 1 ANALYSIS RESULTS Will BE ERRONEOUS. THIS ERROR HAS EXISTED N STRUDL-SW SINCE VERSION 00 lEVEl 00. IT WILL BE CuRRECTED IN THE NEXT RELEASE OF THE PROGRAM. WORKAROUND: REVERSE THE JOINT ORDER FOR THE MEMBER IN THE MEMBER INCIDENCES COMMAND. ********************************************************************************************************************** * VERSION 03 lEVEl 03 -JUNE 29,1985 * ********************************************************************************************************************** THIS RELEASE OF ST-346 CONTAINS NO CHANGES FROM VERSION 03 LEVEL 02 OTHER THAN A NEW OPERATING SYSTEM (MVS/XA) AND A NEW ICES EXECUTIVE SYSTEM (MCAUTO'S RELEASE 4.2). ********************************************************************************************************************** * WARNING -LARGE ANALYSES * ********************************************************************************************************************** STATIC ANALYSES WITH MORE THAN 5000 DEGREES OF FREEDOM, AND DYNAMIC ANALYSES WITH MORE THAN 1000 DEGREES OF FREEDOM SHOULD BE DISCUSSED WITH THE COMPUTER DEPARTMENT PERSONNEL BEFORE THEY ARE SUBMITTED FOR EXECUTION. TO SUPPRESS THESE MESSAGES, ADO MESSAGE 'OFF' AFTER YOUR TITLE ON THE STRUOL CARD. ~~ --oo ~0 oo :t· ;s:g rrJ • z..n -0 C') );»• wm 'h. I .. , TYPE SPACE FRAME UNITS IN KIP RAD MATRIX STIFFNESS SYMMETRIC ROW 1 58637. -3618. ROW 2 3618. MATRIX MASS DIAGONAL 11.11 6.95 DAMPING PERCENT 5.0 2 EJECT > .... ._.UI -too ~0 oo :J:• :!:g M-A 20 ...... 0 )>• wm ):,.. \ "! '· \ I STORE RESPONSE SPECTRUM ACCELERATION VS PERIOD 'HCE' DAMPING PERCENT 5.0 FACTOR 386.4 0.75 0.01 0.75 0.03 1.0 0.047 1.5 0.08 1.7 0.09 1.75 0.1 1.88 0.17 1.86 0.2 1.8 0.25 1.7 0.3 1.0 0.6 0.7 1.0 0.35 2.0 0.2 5.0 END OF RESPONSE SPECTRUM EJECT > .... ~(.A -too :J>o oo ::t:· 3:~ r•l • zVl _a '(") '::a> • wm 'h_ \~ DYNAMIC LOADING '1' 'MCE EARTHQUAKE' ROW 1 LOAD FILE 'MCE' FACTOR 11.11 ROW 2 LOAD FILE 'MCE' FACTOR 6.95 END OF DYNAMIC LOADING PRINT DYNAMIC DATA )>.- ~UI -· 00 ::r-~ 0 no :I:· i:~ rn • :zOO ~CJ 0 )>• wm -l,.. \~ \ "--'f' '-'. **************************************** * PROBLEM DATA FROM INTERNAL STORAGE * **************************************** JOB ID -BL JOB TITLE -POWERHOUSE DYNAMIC ANALYSIS ACTIVE UNITS -LENGTH INCH WEIGHT KIP ANGLE RAD ********** DYNAMIC STRUCTURAL DATA ********** TEMPERATURE DEGF TIME SEC ----------------------------------------1 DYNAMIC MASS MATRIX---------------------------:::::::::::::vALUEs::::::::::::: ________________________________________ / ROW /-------------------------------------- ROW ROW 1 2 ****** MATRIX IS DIAGONAL ****** 0.111100D+02 0.695000D+Ol DYNAMIC DAMPING MATRIX-----------------------------------------------------------------------------------------------1 MODE DAMPING RATIO MODE DAMPING RATIO MODE DAMPING RATIO MODE DAMPING RATIO MODE DAMPING RATIO 1 0.05000 2 0.05000 DYNAMIC STIFFNESS MATRIX----------------------------------------------------------------------------------------------1 ROW 1---------------------------------------------------VALUES-----------------------------------------------------/ ROW ROW 1 2 ****** MATRIX IS SYMMETRIC ****** 0.586370D+05 0.361800D+04 -0.361800D+04 ********** DYNAMIC LOADING DATA ********** LOADING -1 MCE EARTHQUAKE STATUS -ACTIVE RESPONSE SPECTRA-------------------------------------------------------------------------------------------------1 > .... -.UI -(X) :t>o oo :J:· 3:~ fl I • ::z{J) -..o 0 .l> tn .. w ~ \,\j DAMPING 0.050 FREQUENCY DISPLACEMENT FREQUENCY DISPLACEMENT FREQUENCY DISPLACEMENT FREQUENCY DISPLACEMENT 1.2566 20.9439 62.8319 209.4395 4.89380+01 1.49750+00 1. 7128D-01 6.60660-03 3.1416 25.1327 69.8132 628.3184 1.3703D+01 1.1011D+OO 1.3478D-01 7.3407D-04 6.2832 31.4159 78.5398 6.8513D+OO 7.2820D-01 9.3961D-02 10.4720 36.9599 133.6848 3.5235D+00 5.3178D-01 2.16210-02 ROW LOADS----------------------------------------------------------------------------------------------------------1 ROW TIME LOAD TIME LOAD TIME LOAD TIME LOAD 1 2 SCALE = 1.1110E+01 SCALE = 6.9500E+00 **************************************** * END OF DATA FROM INTERNAL STORAGE * **************************************** ~:; -'oo ~0 no :I:· :s:g I' I • ::z:cn 0 -·o I~ I wm ~ \}-j I (0 VI 0 z 0 (.,) 1.1.1 VI 0 0 15800.08·SDC·6 AT j ACH MEN i _A3 VI VI < :1: 0 .... .... u LU Q. VI w a: ::r: .... -3: > .... -...I < z 0 ·CD 0 ::1: .... a: 0 ..,. ...... I 0 N ...... Q ...... (¥) N 10 ...... . Q ...I < Z• 0 (!JCD ocr: ::c-1-0 a:' OLa.. La.. wo a: < 0 (1)- 0::1-ocr: 1-0:: u WI- >VI ZLU WCD CDC:: -cr: W...J ww ::1:::1: ........ l5800.08·SDC·6 ATlACHM£Nf _A3 A3-l6 VI VI LLJ z ..... ..... .... 1- VI 0 1- 1- (.J LLJ a.. VI LLJ a:: :I: 1-.... 3:: > 1--...J < z 0 ~ 0 :I: 1- a:: 0 VI c z 0 (.J LLJ VI 0 •o ~ I c tt) tt) ll:l ... 0 ..... !Q ... . 0 ...J < VI z I Cl: 0 0 t!H~I-O<U :I: .... LLJ 1-Q> a::'z OU...LLI ..... ~ LLIO....., a:: LLJ < Q::E VI-a:: a:: t-o O<U... 1-CI:VI (.J z LLII-C >VIC!: ZLLII- LLJ~ ~a::o -cct- LLJ ...J LLJ LLJLLJ:E ::t:::t:- 1-1-1- 15800.08-SDC-6 AT I ACHMEN f 4A3 /---MODAL ~ARTICIPATION FACTORS---/ MODE PARTICIPATION FACTOR 1 2.91191117 2 3.09528234 1----------------------------------------------DISPLACEMENT RESPONSE----------------------------------------------1 D.O. F. 1 2 RMS DISP 1. 5028E-01 1. 5126E+00 SUM ABS DISP 2.1241E-01 1. 5245E+OO 1.0277E-01 1. 5125E+00 MODAL CONTRIBUTIONS 1.0964E-01 -1. 1909E-02 1------------------------------------------------VELOCITY RESPONSE------------------------------------------------1 D.O. F. 1 2 RMS VEL 8.3062E+00 3.3329E+01 SUM ABS VEL 1.0256E+01 3.4185E+01 2.2639E+OO 3.3317E+01 MODAL CONTRIBUTIONS 7.9918E+OO -8.6806E-01 1----------------------------------------------ACCELERATION RESPONSE----------------------------------------------1 D.O. F. RMS ACC SUM ABS ACC MODAL CONTRIBUTIONS 1 5.8467E+02 6.3240E+02 4.9867E+01 5.B254E+02 2 7.3661E+02 7.9717E+02 7.3389E+02 -6.3275E+01 TIME TO COMPUTE DYNAMIC RESPONSE 0.0 SECONDS LIST DYNAMIC EIGENVALUES 2 )> ..... ~01 -too >o no :c· :s:g rn • zoo ..,c (") 'l> I wm ~ \"I I l"-J ,) **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -BL TITLE -POWERHOUSE DYNAMIC ANALYSIS ACTIVE UNITS INCH KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE SPACE FRAME ACTIVE COORDINATE AXES X Y Z EIGENVALUES MODE-------EIGENVALUE-------CIRCULAR FREQUENCV----------FREQUENCV-------------PERIOD------1 (ANGULAR UNIT/TIME UNIT) (CYCLES/TIME UNIT) (TIME UNIT/CYCLE) 1 2 4.8520330+02 5.3132300+03 2.202733D+01 7.2891910+01 3.5057590+00 1.160 1110+0 1 2.8524490-01 8.6198660-02 )> ...... ~en -too :::~:>o oo ::r:· ~~ rn • :z(J) -0 0 )>• wm ~ 1,}_1 I ,, l C\1 en a: := u UJ > z: UJ (!:I .... UJ u .... ::E <C z: > c l-en -....I 15800.08·SDC·6 AT iACHMENf .A3 A ...,-- ..,.,.:!..-'-/' ,• --- **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -BL TITLE -POWERHOUSE DYNAMIC ANALYSIS ACTIVE UNITS INCH KIP RAO DEGF SEC ACTIVE STRUCTURE TYPE SPACE FRAME ACTIVE COORDINATE AXES X Y Z EIGENVECTORS MODE---EIGENVECTOR------------------------------------------------------------------------------1 1 2 6.7948270-02 1.000000D+00 1.0000000+00 -1.086195D-01 > .... -.,UI -'Q) ~0 no :r:· EK~ tr' • zen .... 0 0 l>• (a)Ol ~ I,~J l ,\ en a:: 0 1-u c LL.. z 0 -1-c Q. -u -1-a:: c Q. u -::E c z > c l-en -..J 15800.08-SDC-6 ATl ACH MEN ( A3 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -BL TITLE -POWERHOUSE DYNAMIC ANALYSIS ACTIVE UNITS INCH KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE SPACE FRAME ACTIVE COORDINATE AXES X Y Z ============================================================================================================================== LOADING -1 MCE EARTHQUAKE ============================================================================================================================== MODE 1 MODAL PARTICIPATION FACTORS FACTOR MODE 2.9119110 2 FACTOR MODE 3.0952816 FACTOR MODE FACTOR MODE FACTOR MODE FACTOR ~ .... _,01 >Q) 00 :r:? SO rn~ ,Z(/) ~0 )>9 c:.uO\ \J I \\ (l 1-u w ...., w 15800.08-SDC-6 ATTACHMENT A3 A-3 -~-:-_? ::z: II) -z -"- 15800.08-SDC-6 ATlACHME.Nf A3 THE •vLLOWING LOAD MODULES WERE ACCESSED DURING THIS RUN: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT STAND 83.314 22.39.02 STDEIG 83.314 22.29.34 STDJTR 83.314 22.27.48 STDLEV 81.352 17.16.42 STDLS 81.352 17.31.21 STDMOR 83.314 22.57.30 STDPRT 81.352 17.24.37 STORES 81.352 17.32.44 STDUIP 81.352 17.31.21 STDXEG 83.314 23.01. 05 STEDTA 80.203 15.02.27 STINMD 85.177 11.06.20 STLIST 83.314 23.17.16 STOR 83.314 22.39.02 STPDTA 81.344 17.14.31 STSW16 85.171 15.38.59 STVMAP 85.177 15.13.01 ST2UIP 81.352 17.31.21 LOAD MODULE STDEX STDLIS STDORT STDSP STDXHH STLDNG STORID STUN IT ST346 DATE/TIME OF LINK-EDIT 81.351 17.28.50 81.352 17.23.44 83.314 22.59.51 81.352 17.17. 56 81.352 17.27.14 81.350 17.48.07 83.314 22.39.02 83.314 23. 21.27 80.200 15.39.56 ~ ...... ~t.a --Q) J>o oo :t:· 3:~ f11 ' 2(1) -,0 (") )>• c.uOl ]:,._ & THE FOLLOWING COBS WERE ACCESSED DURING THIS RUN: COB DATE/TIME OF COMPILATION COB DAMP 85.111 09.24.42 DASTl' DVLOD' 85.171 09.24.49 DVN' FIN' 85.171 09.24.54 GETID' LOA' 85.171 09.25.02 MATR RDLIST' 85.171 09.25.17 RDLIST' STRUDL I 85.171 09. 26. 11 TVP' WLIST' 85.171 09.25.42 ZBAND' DATE/TIME OF COMPILATION COB 85.171 09.24.43 DDAMP' 85.171 09.24.50 DVSU8' 85.171 09.24.54 LIST 85.171 09.25.04 PRI' 85.171 09.25.17 STO' 85.171 09.25.38 UNI' 85.171 09.26.10 ...... DATE/TIME OF COMPILATION 85.171 09.24.43 85.171 09.24.51 85.171 09.25.01 85.171 09.25.13 85.171 09.25.35 85.171 09.25.39 > ..... ...... "' -'00 >o oo :r:· EE:g r11 • z(J) """to 0 '> • ~O'l ~ \N ****A •• Ehu •• JOB 6143 •• R0011002 •• PRAKASH ****A •• END •• JOB 6143 •• R0011002 •• PRAKASH ****A •• END .• JOB 6143 •• R0011002 •• PRAKASH DODD DOD DDDDDDDD DO DO DO DO DO DO DO DO DDDDDDDD DDDDDDD PPPPPPP PPPPPPPP pp pp PPPPPPPP ppppppp pp pp pp 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 DDDDDDD DDDDDDDD DO DO DO DO DO DO DO DO DDDODDDD DDDDDDD ****A .. END ****A .. END ****A •• END vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 333333 33333333 33 33333 333333 33 33333333 333333 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv AAAAAA KK KKK AAAAAAAA KK KKK AA AA KK KKK AAAAAAAA KKKKK AAAAAAAA KKKK AA AA KKKKK AA AA KK KKK AA AA KK KKK II 11 /I 111 11 1/ 11 I? 11 11 ? 11111111 11111111 •. JOB 6143 •• R0011002 •• PRAKASH •. JOB 6143 •• R0011002 .• PRAKASH •• JOB 6143 •• R0011002 .• PRAKASH JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ AAAAAA AAAAAAAA AA AA AAAAAAAA AAAAAAAA AA AA AA AA AA AA 55555555 55555555 55 5555555 55555555 55 55555555 555555 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV . ~ 26 33 AM •. 03115/88 •• R6.PR2 .FLOOR DV . 9 26 33 AM •• 03I15188 •• R6.PR2 .FLOOR DV . 9 26 33 AH •• 03I15188 •• R6.PR2 000000 BBBBBB8 666666 00000000 88888888 66666666 00 00 BB 88 66 00 00 8888888 6666666 00 00 BB8BBBB8 66666666 00 00 BB 88 66 66 00000000 BB8B8B8B 66666666 000000 8888888 666666 ssssss HH HH ssssssss HH HH ss HH HH sssssss HHHHHHHH sssssss HHHHHHHH ss HH HH ssssssss HH HH ssssss HH HH I? 888888 888888 88888888 88888888 I? 88 88 88 88 888888 888888 /' 88888888 88888888 88 88 88 88 88888888 88888888 888888 888888 000000 8BB8BB8 666666 00000000 8888888B 66666666 00 00 BB 88 66 00 00 BBB8888 6666666 00 00 BBB88BBB 66666666 00 00 B8 BB 66 66 00000000 8BBBBBBB 66666666 000000 BBBBBBB 666666 .FLOOR DV • 9 26 33 AM •• 03I15188 •• R6.PR2 .FLOOR DV • 9 26 33 AH •• 03115188 •• R6.PR2 .FLOOR DV • 9 26 33 AH •• 03115/88 •• R6.PR2 •• SYS.C168 •• J08 6143 •• END _.A**** ..SYS.C168 •• J08 6143 •• END •• A**** ..SYS.C168 •• JOB 6143 •• END •• A**** 11 111 11 11 11 11 11111111 11111111 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 11 111 11 11 11 11 11111111 11111111 4444 44444 444 44 444 44 44444444 44444444 44 44 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 4444 44444 444 44 444 44 44444444 44444444 44 44 333333 33333333 33 33333 333333 33 33333333 333333 222222 22222222 22 222 222)> ..... 222 ..... 01 222 ~ 222222~ ~ 222222 0 ::J:• 3:0 M~ :zen -;0 0 )>• (A)Ol 333333 33333333 33 33333 333333 33 33333333 333333 •• SYS.C168 •• JOB 6143 •• END •• A**** •. 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' <J .... : • <t • REVISION PAGE QA CATEGORY I COOE CLASS CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION REVISION PA8E .6.5010.61 QA CATEGORY I CODE CLASS y ~I ~~~l~l~~~~~l~~~l ~ ~I 'tl ~I "+ ,..-:. -- M ~ ~ ~ Q P/.A I 3 4-5 I I 2D-Ft'xe4 4 -VertiUA/ On/j ~ -fo /9-Verfft:4/ E/4->Jfc.. .5/'r!Yjj> :J:nfirn~J /1ew;k Ke/~.s.e._s.: 2-Nomenf Rde&tJe tJ~ !<, = !440[0./34-(S./AQ)] = t..oso ~;., k7 = 144/)[!.68(5.~] = 12,)00 ~"" ke = ;m[p.e1-(5.tJtJ) +-0.75{5.M)] = 1~530 ~~ k., = J#tJ[!.stJ(5:;5)] ~ 11, ;zo ~~ k)/) = 1#-IJ [!.!0( 5.3o5):: J /1 45tJJ0i-? k-,1 = J#O[!.so(S.4~] =II/ 77ok/y, /<,2.. = J#O {;.50( S:bV)] = IZ//()0 1<./'r, k,3 = J#LJ ['.SlJ(5.75)] = /2/ f2t) k)J-( I o.~ .. X Pi.'B CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION . ··r -- •5010 61 · t 58COr._68.;sC-214·6B I REVISION I PAGE 3 PREPARE~ DATE, if; ;z .zJ-87 A.TTACHMENT 5 PENDENT REVIEWER/DATE J<., 5; :f1f'l0/ I SUB.IECT /TITLE c-f ~;r1 ~hc.l /')-','!~ I QA CATEGORY I CODE CLASS p__."·j i-Pa.r/ /ft1<"/;,1~ · .-. --~/):~ '{".~/ ~)y,~ ' . I' I' \ P~_s.foci:: ?rcope-rlte5 ; (c?r.-1) d t I A, w,.., Aw Ww V<h-- IV/ ember;? Un) b)_ (;n1) &n~ (k/n) (,n z.) ( !;1/v.) (k./IYJ) ;oJ)!OZ 60.00 0.625 54,~ 7/JtJ !19.0 (}.!}338 282.7 o. 102./ 0.)30 !03/ 104-00.CO 0.~25' .91; 700 I ;c;.o ---/.582* J05-!tJ7 t:,O.t/0 o. 625 .51; 70~ J!'lO o.o33B 2827 0./!JZ/ o./36 !08 {;t). 90 0.75() ~9/0VO !45.3 ().0912 29/3 o.;!Jx () 'd./_ • / n::? ;oCJ /:;Z .70 0.7J?Z) 75;200 J4tJ,5 o. 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' ( f J J _,c . .). L /p. 0621: j,_ ~ A w,.,-: wet'jhf t!T wcrfer /'er vtn; !eAr~j-111 CJ! r.u;p.f?c,c ::::. ~Aw =\(;z)~ m.3) .,; . I Wr = fora/ we.!)hT tJf /eA1.7-nci $ ~n~-h; = w"" .;-w'w 4 -~ STONE & WEBSTER ENGINEERING CORPORATION PREPA~R/DATE . J IREVIEWER,4C.H~GIWS!11Mt.N l_.O I INDEPENDENT REVIEWER/DATE R.. ,:::;>1/nne-#/ /Z-22. -87 ~ , R es-uJ-1::> of A:na~v'f.;5 15ct?e£/ o}1 _777('/)J?L-~ 0) rvt h e>-;C-I 2--22 -8 7/ ;Ia.?/ #h/:,)~: Verfleu/ r££1e-fic11 af 3'j?her-;C4/ va/ve ~l?t: (Jt;;nf 1) = /~3-Bk Kezu/-13 of {eana~/s Sr .5t~Ke.. of ~~n'7PY7/ -f);e_ ,P+W~~jpt):_ w'a-? ~i1aJy.y.j w;th -!J;e_ f'€A17-/oc/::. -hx£4 CIT Tf: C:. aYit/ -!he ?fr-1/tJ}? ~r ;/;~ h1de/ ~ -r/~ r-{1-h-t t)r Jt: b e);m~~~iht/. nr -/h;:> C4fe : Ve.rf;'c.:t) rU~cicY~ trT -rh-z-r/r~J vaJve >ffi" {:0;~1 1-) == !471 k. 5 ****A •• Sl. ....•• JOB 7626 •• R1209DO 1. . R. STINNETT ****A •• START •. JOB 7626 •• R1209001 •• R.STINNETT ****A •• START •• JOB 7626 •• R1209001 •. R.STINNETT 0000000 OODDDDDD DO DO DO DO DO DO DO DO ODOODDDD DDDDOOD RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 11 111 11 11 11 11 11111111 11111111 0000000 OODDDDDD DO DO 00 DO DO DO DO DO DDDDODDD DOD DODD vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv 222222 22222222 22 222 222 222 222 22222222 22222222 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv ssssss ssssssss ss sssssss sssssss ss ssssssss ssssss I? I? I? ? TTTTTTTT TTTTTTTT TT TT TT TT TT TT 222222 22222222 22 222 222 222 222 22222222 22222222 ****A •. START •• JOB 7626 •• R1209001 •• R.STINNETT ****A •• START •• JOB 7626 •• R1209001 •• R.STINNETT ****A •• START •• JOB 7626 •• Rl209001 •• R.STINNETT JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ 11111111 II II II II II II II II IIIII III IIIII III 222222 22222222 22 222 222 222 222 22222222 22222222 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV • .FLOOR DV • .FLOOR DV • .33 44 PM •• 12122I87 •• R6.PR2 •• SVS.C168 •• JOB 7626 •• STAR •**** 3:33 44 PH •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 7626 •• STARt •• A**** 3:33 44 PH •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 7626 •• START •• A**** 000000 00000000 00 DO 00 DO 00 00 00 00 00000000 000000 NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN I~? II II I? I 000000 00000000 00 00 00 00 00 DO 00 00 00000000 000000 .FLOOR DV .FLOOR DV .FLOOR DV BBBBBBB BBBBBBBB BB BB BBBBBBB BBBBBBBB BB BB BBBBBBBB BBBBBBB NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN 888888 88888888 88 88 888888 88888888 88 88 88888888 888888 EEEEEEEE EEEEEEEE EE EEEEEEE EEEEEEE EE EEEEEEEE EEEEEEEE 77777777 77777777 777 777 777 777 777 777 77777777 77777777 777 777 777 777 777 777 TTTTTTTT TTTTTTTT TT TT TT TT TT TT BBBBBBB 77777777 BBBBBBBB 77777777 BB BB 777 BBBBBBB 777 BBBBBBBB 777 BB BB 777 BBBBBBBB 777 BBBBBBB 777 • 3 33 50 PH •• 12122187 •• R6.PR2 • 3 33 50 PM •. 12122/87 •• R6.PR2 • 3 33 50 PH •• 12122/87 •• R6.PR2 666666 66666666 66 6666666 66666666 66 66 66666666 666666 TTTTTTTT TTTTTTTT TT TT TT TT TT TT DDOOODD DODO DODD DO DO DO DO DO DO DO DO 00000000 0000000 666666 66666666 66 6666666 66666666 66 66 66666666 666666 222222 22222222 22 222 222 222 222 22222222 22222222 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 222222 22222222 22 222 222 222 222 22222222 22222222 666666 66666666 66 6666666 66666666 66 66 66666666 666666 11 111 ... 11 > " 11_,o 11 _. , 11--., 111111 Jllo . 11111 U'l) ·rt :I: 0 i: ·, '1 ) Z· . 1 ..) .. U1 .'- ..n l 666666 66666666 66 6666666 66666666 66 66 66666666 666666 •• SVS.C168 •• JOB 7626 •. START •• A**** •• SVS.C168 •• JOB 7626 •• START •• A**** en •• SVS.C168 •• JDB 7626 •• START •• A**** *********************************************************************** * COMPUTER SYSTEM SCHEDULE EASTERN STANDARD TIME * HON-FRI 07:30 -00:15 AH ALL SYSTEMS, CICS 07:30-21:00 * SAT. 07:30 AH -16:00 PH ALL SYSTEMS * SUN. 08:00 AH -16:00 PH ALL SYSTEMS * * * * * * * * * * *********************************************************************** * * * IF YOU HAVE ANY PROBLEMS COMMUNICATING WITH AN ONLINE SYSTEM * * CALL X-5788 FOR HELP. A MEMBER OF THE COMMUNICATIONS DEPARTMENT * * WILL BE GLAD TO ASSIST YOU. * * DURING SYSTEM OUTAGES CALL X-1170 FOR A RECORDED MESSAGE WHICH * * WILL DESCRIBE THE SITUATION. * *********************************************************************** * * * * * * * * * * * * *********************************************************************** * * * THE COMPUTER DEPT. DISTRIBUTES INFORMATION ABOUT IMMEDIATE CHANGES * * AND/OR PROBLEMS VIA A FLASH SYSTEM. IF YOU WOULD LIKE TO RECEIVE * * ANY OF THE FLASHES WE DISTRIBUTE PLEASE CONTACT RALPH GENTILE * * 245/5 AT EXT 1036. * * * *********************************************************************** XX XX xxxx XX xxxx XX XX AAAAA AA AA AAAAAAA AA AA AA AA * * * * * * * * * * * * * * *** ***** ** **** *** ** **** ***** ******* * * * * * * * * ********** * ~ * ************* * * *** *************** * ~ ~ * ** ********* *** * .. 0~ * ********* ** *** * -· * ****** ***** * ~-C) * * • * * * * * * * * * * * * * * * * * * * ~ ~ -· I ~ l f'll "') Z• -N ...... O'lf" m u::J -J J E S 2 J 0 8 L 0 G --S V S T E M C 1 6 8 · N 0 D E J E S 2 8 0 S 15.32.29 JOB 7626 $HASP373 R1209D01 STARTED -IHIT 13 -CLASS A -SYS C168 15.33.43 JOB 7626 +HDC001I ------------------------H=047 S=OOOOO E=00065 15.33.43 JOB 7626 $HASP395 R1209D01 ENDED ------JES2 JOB STATISTICS ------ 22 DEC 87 JOB EXECUTION DATE 118 CARDS READ 1,883 SYSOUT PRINT RECORDS 0 SVSOUT PUNCH RECORDS 134 SYSOUT SPOOL KBYTES 1.23 MINUTES EXECUTION TIME ..... >UI .._.co ._.o >? ncn ::1:00 iC ·., rn-, :z• .... ~ CJ1f-' O"t OJ 00 1 2 3 4 5 6 7 8 9 10 11· 12 13 14 15 16 17 18 19 20 IIR1209001 JOB DV,R.STINNETT,HSGLEVEL=1 JOB 7626 ***JOBPARH R=360K,T=1 JOB 7626 II EXEC STRUDLSW REGION=360K,TIHE=1 XXSTRUDLSW PROC DD4=4096,CDBS=CDBR42,PRIH=300,SEC=300, 00000010 XX PRINT=A,OUTLIH=15000 00000020 ***************************************************** 00000030 *** ST -346 CSTRUDL-SWl 06129185 C. E. DOHERTY ** 00000040 ***************************************************** 00000050 XXSTRUDL EXEC PGH=LOADICES,PARH=V3ICEX5,REGION=1200K,TIHE=5 00000060 XXFT06F001 DO SVSOUT=&PRINT,SPACE=(1995,(3000,300),RLSE), 00000070 IEF6531 SUBSTITUTION JCL -SYSOUT=A SPAC£=(1995 (3000 300),RLSE), XX DCB=(BLKSIZE=1995,LRECL=133,RECFH=FBA),OUTLfH=&OUfLIH 00000080 IEF6531 SUBSTITUTION JCL -DCB=(BLKSIZE=1995,LRECL=133,RECFH=FBA),OUTLIH=15000 XXFT06F002 DO SYSOUT=&PRINT 1 SPACE=(1995 1 (500 1 50),RLSE)1 00000090 IEF653I SUBSTITUTION JCL -~YSOUT=A~SPA~£=(1~95,(500,6u),RLSE), XX DCB=(BLKSIZE=1995,LRECL=133 RECtH=FBA) 00000100 XXDD1 DO UNIT=SYSDA,SPACE=(TRK,l10 10)) DCB=DSORG=DA 00000110 XXDD2 DO DSN=ICES.DATA.STRUDL32,DISP=SHR,LABEL=(,,,IN) 00000120 XXDD3 DO DSN=ICES.HAC.&CDBS DISP=SHR,DCB=BLKSIZ£=4096,LABEL=(,, IN) 00000130 IEF6531 SUBSTITUTION JCL -DSN=ICES.HAC.CDBR42,DISP=SHR,DCB=8LKSIZE=4096 1 LABEL=(,,,IN) XXDD4 DO UNIT=SYSDA,SPACE=(&DD4,(&PRIH &SEC)), u0000140 IEF6531 SUBSTITUTION JCL -UNIT=SYSDA,SPACE=(4096,(300,300)), XX DCB=(BLKSIZE=&DD4 DSORG=DA) 00000150 IEF6531 SUBSTITUTION jcL -DCB=(BLKSIZE=4096,DSORG=DA) XXSTEPLIB DO DISP=SHR,DSN=ICES.£XECLIB.REL42 00000160 XX DO DISP=SHR,DSN=HDCLDR.REL42XA 00000170 XXPRODLIB DO DISP=SHR,DSN=ICES.SYSTEH.REL42 00000180 XX DO DISP=SHR,DSN=ICES.HODULES.V03L03,LABEL=(,,,IN) 00000190 XX DO DISP=SHR 1 DSN=ICES.HODULES.V03L02,LABEL=(,,,IN) 00000200 XXFT07F001 DO SVSOUT=~ 00000210 XXFT25F001 DO DSN=STRUDLSW.DOC1.NEWS32(ACTHSG),DISP=SHR,LABEL=(,,,IN) 00000220 XXFT26F001 DO DSN=STRUDLSW.DOC1.NEWS32(ALLHSG),DISP=SHR,LABEL=(,,,IN) 00000230 *** PLOTTAPE DO SYSOUT=P 00000240 XXFT05F001 DO DDNAHE=SYSIN 00000250 IISYSIN DO * GENERATED STATEMENT 1-1 )>Ul . 00 ~0 ::J::'-0 ("). ::c~ :5: :) f'l :') :Z• --. ~ ~ 01~ I Ol co ~ IEF236I ALLOC. FOR R1209D01 STRUDL IEF237I JES2 ALLOCATED TO FT06F001 IEF2371 JES2 ALLOCATED TO FT06F002 IEF2371 964 ALLOCATED TO DOl IEF2371 972 ALLOCATED TO DD2 IEF2371 973 ALLOCATED TO SVS00994 IEF2371 977 ALLOCATED TO DD3 IEF2371 427 ALLOCATED TO DD4 IEF2371 974 ALLOCATED TO STEPLIB IEF2371 C4B ALLOCATED TO IEF2371 7Dl ALLOCATED TO PRODLIB IEF2371 437 ALLOCATED TO IEF2371 7D3 ALLOCATED TO IEF2371 JES2 ALLOCATED TO FT07F001 IEF2371 C54 ALLOCATED TO FT25F001 IEF2371 7DO ALLOCATED TO SVS00996 IEF2371 C54 ALLOCATED TO FT26F001 IEF2371 JES2 ALLOCATED TO FT05F001 MDCOOll ------------------------M=047 S=OOOOO E=00065 IEF1421 R120.9D01 STRUDL -STEP WAS EXECUTED -COND CODE 0000 IEF285I JES2.J0807626.S0000102 SVSOUT IEF2851 JES2.JOB07626.S0000103 SVSOUT IEF2851 SVS87356.T153229.RAOOO.R1209D01.R0000001 DELETED IEF2851 VOL SER NOS= PUB003. IEF2851 ICES.DATA.STRUDL32 IEF2851 VOL SER NOS= STR819. IEF2851 SVSCTLG.VSTR805 IEF285I VOL SER NOS= STR805. IEF2851 ICES.MAC.CDBR42 IEF2851 VOL SER NOS= STR827. IEF2851 SVS87356.T153229.RAOOO.R1209D01.R0000002 IEF285I VOL SER NOS= PUB001. IEF2851 ICES.EXECLIB.REL42 IEF2851 VOL SER NOS= STR830. IEF2851 MDCLDR.REL42XA IEF2851 VOL SER NOS= STR825. IEF2851 ICES.SYSTEM.REL42 IEF2851 VOL SER NOS= STR808. IEF2851 ICES.HODULES.V03L03 IEF2851 VOL SER NOS= STR815. IEF285I ICES.MODULES.V03L02 IEF2851 VOL SER NOS= STR809. IEF2851 JES2.JOB07626.S0000104 IEF2851 STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF2851 SYSCTLG.VSTR806 IEF285I VOL SER NOS= STR806. IEF285I STRUDLSW.OOC1.NEWS32 KEPT KEPT KEPT DELETED KEPT KEPT KEPT KEPT KEPT SYSOUT KEPT KEPT KEPT IEF285I VOL SER NOS= STR814. IEF285I JES2.JOB07626.SI000101 SVSIN .... ~~ .... o >0 n· :x:m :c ·., , . ') :Z• ... 1'\) ...... CJI~ 0\ aJ IEF373I STEP ISTRUDL I START 87356.1532 IEF3741 STEP ISTRUDL I STOP 87356.1533 CPU OMIN 03.53SEC SRB OMIN 00.66SEC VIRT 1000K SYS 276K EXT 4K SYS 8860K ..........................•.•...........•..•..............•... " ...•....•.•.....••••.•..•.........•••..............••.......... 038 .. • JOB -R1209001, SUBMITTER -R.STINNETT , FLOOR -DV 1 READER TIME, DATE -15.32.28, 12122187 .STEP NUMBER -1, STEP NAME -STRUDL 1 PROGRAM NAME -LOADICtS 1 RAN FROM 15.32.29 TO 15.33.43 .ENDING CONDITION -RETURN CODE 0, RtGION USED -1,276K, PER~ORMANCE GROUP -20, SWAPS -0 .PAGEINS -10, PAGEOUTS -23, VIO PAGEINS -0, VIO PAGEOUTS -0 • CPU TIME -4.19 SECS, EXCPS -( 2,073 NON-VI0 1 0 VIO), CPU UNITS -9.79 SECS .SVSIN RECORDS -115, OPENS - ( 0 TAPE, 8 TtMP, 7 PERM), . . ,_. COST = $12.10 • Q 1 .EXCPS/OONAME -14/STEPLIB 9/FT25F001 367/001 9/STEPLIB + 1 149/002 79/PROOLIB 102/003 73/PRODLIB + 1 307/004 964/PROOLIB + 2 iEF375i**jQB.iRi209DOii*StARt*87356:i532···························································································· IEF3761 JOB /R1209001/ STOP 87356.1533 CPU OMIN 03.53SEC SRB OMIN 00.66SEC :totAL·cpu'tiME·:······4:i9'sEcs:·totAL.£xcps·:c·····z:o73.NoN:vjo:·········a·vio);·totAL·cpu·uNits·:······9:7a·s£cs················ .TOTAL JOB COST EXCLUDING PRINT CHARGES= $12.10 ......... "' ............................................. "' ........................................................................... . ..... >§"'· ..... -f >. Ocn :X:tp ie'!.') PIO :a· .~~~ ~. .,.. "' . en aJ .... ..... **************************************************** * * * * * * * HCAUTO ICES EXECUTIVE SYSTEM * • * • RELEASE 4.2 -06 JUN 1984 * • * * TIME-15:32:45 DATE-DEC 22. 1987 * * * • HODEL 81 VS2 REL 3.8 * • * * * • * **************************************************** .. ,.. ~. .... )>0'1 -ID :::g )>. 08J :x: • ~:".') 1"'1("') ~~ 0'1~ 0\ a::J ....... N STRUDL 'APA' 'BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE' *********************************************** * * * ST-346 STRUOL-SW * * THE STRUCTURAL DESIGN LANGUAGE * * * * STONE & WEBSTER ENGINEERING CORP. * * BOSTON. MASSACHUSETTS * * VERSION 03 LEVEL 03 * * 15:33:30 12/22/87 * * * * SYSTEM LINK-EDIT DATE/TIME * * 85.177 15.13.01 * * * * SIZE OF POOL 51168 BYTES * * * *********************************************** .... >'"' ---tOll -f .,:, )>0 o· :c~ g• ,I) z~ .... 1'\) .... UI.J:IIa • 0\ llJ ._,. w THt •--LOWING LOAD MODULES ARE CURRENTLY IN PRODUCTION: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT OUT COM 80.204 15.51.57 OUTDUP 80.204 15.51.57 OUTPT 80.204 15.51.57 STAISC 81.034 16.14.12 STAJFl 83.314 22.12.24 STAJF2 83.314 22.12.24 STALL 79.269 12.20.26 STAND 33.314 22.39.02 STANK1 81.351 17.14.42 STBPLN 79.262 11.49.44 STCBIC 0.365 15.58.56 STCCK 79.262 11.52.01 STCHCK 82.041 10.09.24 STCMLD 83.314 22.17.58 STCMYC 81.107 09.56.50 STCMZC 81.107 11.08.13 STCOMB 81.107 15.12.28 STCOMP 80.365 16.19.32 STCONS 83.314 23.21.27 STCREA 83.314 22.20.54 STC2LD 83.314 22.17.58 STDBSB 82.061 14.25.03 STDCLS 81.351 17. 19.14 STDCMP 81.351 17.11.53 STDEIG 83.314 22.29.34 STDEX 81.351 17.28.50 STDFTS 81.351 17.13.46 STDJTJ 81.351 17.18.04 STDJTR 83.314 22.27.48 STDKCO 81.352 17.23.13 STDLEV 81.352 17.16.42 STDLIS 81.352 17.23.44 STDLS 81.352 17.31.21 STDMFD 83.314 23.08.48 STDMOR 83.314 22.57.30 STDORT 83.314 22.59.51 STDPRT 81.352 17.24.37 STDRAY 81.352 17.28.54 STORES 81.352 17.32.44 STDRP1 81.352 17.25.18 STDRP2 81.352 17.25.18 STDRP3 81.352 17.25.18 STDSP 81.352 17.17.56 STDSYl 80.204 08.47.32 STDTIH 81.352 17.25.45 STDUIP 81.352 17.31.21 STDUMP 80.200 15.23.54 STDXEG 83.314 23.01.05 STDXHH 81.352 17.27.14 STDXMM 81.355 08.51.50 STDXSM 81.352 17.21.36 STD1BS 79.282 15.47.26 STD2BS 83.314 23.04.06 STD3BS 83.314 22.55.50 STEC12 81.344 17.13.28 STECH 79.262 12.16.13 STEDTA 80.203 15.02.27 ..... STERH1 79.262 12.17. 40 STERH2 79.262 12.18.47 STERH3 79.262 12.19.30 ~U1 STERH5 80.365 16.23.11 STERH6 81.352 17.18.57 STEROH 79.262 12.20.13 STEROR 83.314 22.54.12 STERR7 81.352 17.26.11 STERRB 81.352 17.32.53 -.m ~t STERR9 81.352 17.20.37 STGEN 81.344 17.18.04 STGRUP 83.314 22.43.34 ~s STINLT 81.352 17.28.06 STINMD 85.177 11.06.20 STINTR 83.314 23.11.57 l='-. STJPVP 83.314 22.46.02 STJTSZ 79.269 12.23.52 STLDNG 81.350 17.48.07 ~~ STLDTA 83.314 22.49.28 STLGRE 82.141 07.57.14 STLGRP 82.060 15.05.08 STLIST 83.314 23.17.16 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 STMBEC 79.269 12.23.52 STMBIN 83.314 22.41.03 STMBLD 81.350 17.48.07 ~~·~ STMBPR 79.269 12.23.52 STMDDP 83.314 23.14.46 STMDLS 83.314 23.17.16 f110 STMDWT 83.314 22.47.46 STMESS 80.203 11.10.45 STMREL 83.314 22.41.03 2• STNF17 81.107 11.39.46 STNUTP 83.314 23.21.27 STOERR 79.262 16.18.19 -tN STOPCN 80.365 16.36.43 STOR 83.314 22.39.02 STORCO 83.314 22.41.03 ..... STORID 83.314 22.39.02 STORLD 81.350 17.48.07 STOSEC 79.262 16.25.27 ' (11~ STOTPS 81.352 17.35.35 STPDTA 81.344 17.14.31 STPL19 79.262 16.32.51 STPL38 79.262 16.34.31 STPOW 83.314 23.21.27 STPPAR 79.298 08.54.23 ~ STPPRI 79.262 16.36.54 STPUN 81.355 08.58.54 STPUNS 81.352 17.27.42 OJ STRELT 83.314 22.41.03 STRLDP 83.314 22.31.31 STRTER 79.263 08.55.52 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSLVP 83.322 10.36.16 STSTAT 80.203 11.11. 44 STSTCM 82.041 17.19.48 STSTDP 83.314 23.26.06 STSUB 83.314 21.49.26 STSWDW 82.025 13.47.14 STSWP2 81.352 17.26.36 STSWll 81.352 17.19.47 STSW14 80.203 14.59.02 STSW15 80.200 15.34.25 STSW16 85.171 15.38.59 STTCCH 80.365 16.39.14 STTDTA 80.365 16.42.23 STTECC 81.035 08.52.33 SHEDD 81.015 08.47.07 STTEQU 80.366 08.17.49 STTESM 82.039 17.06.20 STTGDV 83.314 21.43.24 STTGPV 80.366 08.26.41 STTOW1 83.314 21.39.35 STTOW2 83.314 21.32.52 STTPLC 83.314 21.18. 56 STTSDC 80.366 08.36.08 STTSDP 80.366 08.37.17 STTSMC 80.366 08.38.23 STTSPA 80.366 08.40.12 STTSPI 80.366 08.40.12 STU LEN 83.314 21.11.40 STUN IT 83.314 23.21.27 STUN IV 83.314 21. 08.20 STVEAS 83.314 22.15.04 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 ST1UIP 81.352 17.31.21 ST2UIP 81.352 17.31.21 ST346 80.200 15.39.56 ..... ~ THE FOLLOWING COBS ARE CURRENTLY IN PRODUCTION: COB DATE/TIME OF COMPILATION COB DATE/TIME OF COMPILATION CON' B5.171 09.24.41 DEAD B5.171 09.24.43 ECC' B5.171 09.24.52 END' B5.171 09.24.52 ERR105' B5.171 09.24.53 FIN' B5,171 09.24.54 GOES B5.171 09.24.55 HHCON' B5.171 09.24.56 HHMR2' B5.171 09.24.56 HHT999' B5.171 09.24.56 JNTLODIS B5.171 15.30.40 JOI' B5.171 09.24.59 LIST B5.171 09.25.01 LOA' B5.171 09.25.02 HBLD B5.171 09.25.05 HBLIST' B5.171 09.25.05 HEM' B5.171 09.25.06 HRERED' B5.171 09.25.07 NSPEC' B5 .171 09.25.09 OUT' B5.171 09.25.10 PROAl' B5.171 09.25.12 PRI' B5.171 09.25.13 PRSUB' B5.171 09.25.14 PRVAR' B5.171 09.25.15 RECC B5.171 09.25.1B REL' B5.171 09.25.1B SEC' B5 .171 09.25.25 STIFFN' B5.171 09.25.32 TYP' B5.171 09.25.3B UNI' B5.171 09.25.39 XYWDAT' B5 .171 09.25.43 ZBAND' B5.171 09.26.10 COM' B5.171 09.24.41 DUMP B5.171 09.24.47 SCAN B5.171 09.25.22 TEH' B5.171 09.25.37 WCOH B5.171 09.25.40 CNDES1 I B5.171 09.24.39 CNSTR' B5.171 09.24.40 DEF' B5.171 09.24.44 PAR' B5.171 09.25.11 SEL' B5.171 09.25.26 TAK' B5.171 09.25.36 TPAR B5.171 09.25.3B DEL' B5.171 09.24.45 CSH' B5.171 09.24.42 DASTl I B5.171 09.24.43 DDAHP' B5.171 09.24.43 DINP B5.171 09.24.46 DYANA' B5.171 09.24.4B DYLOD' B5 .171 09.24.49 DYN' B5.171 09.24.50 DYSTIT' B5.171 09.24.51 OYSUB' B5.171 09.24.51 INER B5.171 09.24.5B ITER B5.171 09.24.5B NORM B5.171 09.25.0B PUN' B5.171 09.25.16 SDDOF' B5.171 09.25.24 STO' B5.171 09.25.35 WLIST' B5.171 09.25.42 RAY' B5.171 09.25.16 CRE' B5.171 09.24.41 GRO' B5.171 09.24.55 STRUDL2' B5.171 09.26.17 STRUDL50 B5.171 09.26.1B DATA SET ICES.DATA.STRUDL32 LAST MODIFIED ON 09/26/B5 12:04:5B COB DSPEC' EROERI' GETID' HHHR1 I INC' JTLIST' LODIS' HDF' NOD' PLO' PROP RDLIST' REREAD' STIFLE' W9' CHE' PLANAR' THLD CNOES2' OPER SREAD' UNL' DAMP DEN' DYDRAW' DYREP' EST' HATR REPE STRUCT' ORA' STRUDL I DATE/TIME OF COMPILATION B5.171 09.24.47 B5.171 09.24.53 B5.171 09.24.54 B5 .171 09.24.56 B5.171 09.24.57 B5.171 09.25.00 B5.171 09.25.03 B5.171 09.25.06 B5.171 09.25.0B B5.171 09.44.19 B5.171 09.25.14 B5.171 09.25.17 B5.171 09.25.21 B5.171 09.25.33 B5.171 09.25.42 B5.171 09.24.39 B5.171 09.25.11 B5.171 09.25.37 B5.171 09.24.40 B5.171 09.25.09 B5.171 09.25.31 B5.171 09.25.39 B5.171 09.24.42 B5.171 09.24.45 B5.171 09.24.4B B5.171 09.24.50 B5.171 09.24.53 B5.171 09.25.04 B5.171 09.25.20 B5.171 09.25.35 B5.171 09.24.47 B5.171 09.26.11 ~ ;t· (JI -·to -·8 ·~ ,... . . c-;; :c ', :1 :l) . "'n :z • .. -tN ~ "'~ m CD ..... CJ1 06/04/87 06/04/87 03/25/86 03/25/86 06/29/85 06/29/85 10/28/82 10/28/82 ST-346 STRUDL-SW *** NEWS *** ************************************************************************************************************** * ERROR -NEGATIVE BETA ANGLES ************************************************************************************************************** IF A MEMBER HAS A NEGATIVE BETA ANGLE AND IS LOADED BY'A LATERAL MEMBER LOAD. THEN ALL SECTION RESULTS FOR THAT MEMBER WILL BE INCORRECT EXCEPT AT THE MEMBER END. WORKAROUND: INPUT THE POSITIVE EQUIVALENT OF THE NEGATIVE BETA ANGLE. ********************************************************************************************************************** * ERROR -MEMBER LOADS ON YZ PLANE FRAME MEMBERS * ********************************************************************************************************************** IF 1 FOR A YZ PLANE FRAME MEMBER. A MEMBER LOAD IS SPECIFIED, THE GLOBAL ¥-PROJECTION OF THE MEMBER IS NEGATIVEf AND THt GLOBAL I-PROJECTION OF THE MEMBER IS NON-ZER0 1 ANALYSIS RESULTS WILL BE ERRONEOUS. THIS ERROR HAS EXISTED N STRUDL-SW SINCE VERSION 00 LEVEL 00. IT WILL 8E CuRRECTED IN THE NEXT RELEASE OF THE PROGRAM. WORKAROUND: REVERSE THE JOINT ORDER FOR THE MEMBER IN THE MEMBER INCIDENCES COMMAND. ********************************************************************************************************************** * VERSION 03 LEVEL 03 -JUNE 29,1985 * ********************************************************************************************************************** THIS RELEASE OF ST-346 CONTAINS NO CHANGES FROM VERSION 03 LEVEL 02 OTHER THAN A NEW OPERATING SYSTEM (MVS/XA) AND A NEW ICES EXECUTIVE SYSTEM (MCAUTO'S RELEASE 4.2). ********************************************************************************************************************** * WARNING -LARGE ANALYSES * ********************************************************************************************************************** STATIC ANALYSES WITH MORE THAN 5000 DEGREES OF FREEDOM, AND DYNAMIC ANALYSES WITH MORE THAN 1000 DEGREES OF FREEDOM SHOULD BE DISCUSSED WITH THE COMPUTER DEPARTMENT PERSONNEL BEFORE THEY ARE SUBMITTED FOR EXECUTION. TO SUPPRESS THESE MESSAGES, ADD MESSAGE 'OFF' AFTER YOUR TITLE ON THE STRUDL CARD. -e •J1 !i:o -.s )>. (")~ :r:. ~ .') .., _.., :z• .... ~ Ulf" ....... C) (1) OJ UNITS KIPS FEET $******************************************************************** JOINT COORDINATES 1 0.00 0.00 SUPPORT 2 7.24 0.00 3 14.89 0.00 4 18.24 o.oo SUPPORT 5 22.60 0.00 6 29.89 0.00 SUPPORT 7 31.57 0.00 SUPPORT 8 33.24 o.oo SUPPORT 9 34.74 0.00 SUPPORT ~ 10 36.24 o.oo SUPPORT ? (J'Il ~'jtj) 11 37.74 0.00 SUPPORT -i~ :l>. 12 39.24 0.00 SUPPORT (")(jJ :t:CXl 13 40.74 0.00 SUPPORT 3: :' . ., 14 42.24 0.00 SUPPORT 1"1'1 _-, :z· 15 43.74 0.00 SUPPORT ---t''-' ·-16 45.24 0.00 SUPPORT ( .T1 ?" ()") 17 46.74 0.00 SUPPORT CJ 18 48.24 0.00 SUPPORT 19 49.44 0.00 SUPPORT 20 50.64 0.00 SUPPORT $ JOINT 4 RELEASE HOHENT Z JOINT 6 RELEASE FORCE X HOHENT Z KFY 605. JOINT 7 RELEASE FORCE X HOHENT Z KFY 1210. JOINT 8 RELEASE FORCE X HOHENT Z KFY 1153. JOINT 9 RELEASE FORCE X HOHENT Z KFY 1112. ~ ... l JOINT 10 .. ,LEASE FORCE X MOMENT Z KFV 1145. JOINT 11 RELEASE FORCE X MOMENT Z KFV 1177. JOINT 12 RELEASE FORCE X MOMENT Z KFV 1210. JOINT 13 RELEASE FORCE X MOMENT Z KFV 1242. JOINT 14 RELEASE FORCE X MOMENT l KFV 1274. JOINT 15 RELEASE FORCE X MOMENT l KFV 1307. JOINT 16 RELEASE FORCE X MOMENT l KFY 1339. JOINT 17 RELEASE FORCE X MOMENT Z KFV 1372. JOINT 18 RELEASE FORCE X MOMENT Z KFY 1259. JOINT 19 RELEASE FORCE X MOMENT Z KFY 1123. $******************************************************************** TYPE PLANE FRAME MEMBER INCIDENCES 101 1 2 102 2 3 103 3 4 104 4 5 105 5 6 106 6 7 107 7 8 108 8 9 109 9 10 110 10 11 111 11 12 112 12 13 113 13 14 114 14 15 115 15 16 116 16 17 117 17 18 .... > '" ..,.co -10 >? (')(ft :I! CO 3: :1) ('11 ,., a~ CJit' 0. m ........ ()) 118 18 19 119 19 20 MEMBER 102 RELEASE START HOM Z $******************************************************************** UNITS INCHES CONSTANTS E 29000. All BETA 0. All $******************************************************************** MEMBER PROPERTIES PRISMATIC 101 TO 107 AX 119.0 IZ 54700. 108 AX 145.3 IZ 69000. 109 AX 149.5 IZ 75200. 110 AX 153.7 IZ 81800. 111 AX 158.0 Il 88800. 112 AX 162.2 IZ 96100. 113 AX 166.5 IZ 103900. 114 AX 170.7 IZ 112000. 115 AX 174.9 IZ 120600. 116 AX 179.2 IZ 129600. 117 AX 183.4 IZ 139000. 118 119 AX 216.8 IZ 168600. $******************************************************************** LOADING 1 'DEAD LOAD' MEMBER LOADS 101 102 105 106 107 FORCE Y GLOBAL UNIFORM FRAC W -0.136 LA 0. LB 1. 103 104 FORCE Y GLOBAL UNIFORM FRAC W -1.582 LA 0. LB 1. 108 FORCE Y GLOBAL UNIFORM FRAC W -0.146 LA 0. LB 1. 109 FORCE Y GLOBAL UNIFORM FRAC W -0.154 LA 0. LB 1. 110 FORCE Y GLOBAL UNIFORM FRAC W -0.162 LA 0. LB 1. ........ )> 01 -CXJ ~8 J>. Om :t:CXJ 3: ::') ftl ,_ ") :Z• -ti\J -c.n~ m (lJ ~ ~ 111 FORCE Y GLOBAL UNIFORM FRAC W -0.169 LA 0. LB • 112 FORCE Y GLOBAL UNIFORM FRAC W -0.178 LA 0. LB 1. 113 FORCE Y GLOBAL UNIFORM FRAC W -0.186 LA 0. LB 1. 114 FORCE Y GLOBAL UNIFORM FRAC W -0.194 LA 0. LB 1. 115 FORCE V GLOBAL UNIFORM FRAC W -0.203 LA 0. LB 1. 116 FORCE Y GLOBAL UNIFORM FRAC W -0.212 LA 0. LB 1. 117 FORCE Y GLOBAL UNIFORM FRAC W -0.221 LA 0. LB 1. 118 119 FORCE Y GLOBAL UNIFORM FRAC W -0.234 LA 0. LB 1. $ LOADING COMBINATION 101 'SEISMIC LOAD' - COMBINE 1 1.88 $******************************************************************** PRINT DATA t-Il >01 . (X) ::!':) ~~ ():A :J:c.n 3: ·'I) rrt.) Z• .......,!'\) ...... (J'I~ I (Jl OJ l'l c **************************************** * PROBLEM DATA FROM INTERNAL STORAGE * **************************************** JOB ID -APA JOB TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS -LENGTH WEIGHT ANGLE TEMPERATURE TIME INCH KIP RAD DEGF SEC ********** STRUCTURAL DATA ********** ACTIVE STRUCTURE TYPE -PLANE FRAME ACTIVE COORDINATE AXES X Y JOINT COORDINATES-----------------------------------------1 JOINT X Y Z CONDITION 1 0.0 0.0 0.0 SUPPORT 2 86.880 0.0 0.0 FREE 3 178.680 0.0 0.0 FREE 4 218.880 0.0 0.0 SUPPORT 5 271.200 0.0 0.0 FREE 6 358.680 0.0 0.0 SUPPORT 7 378.840 0.0 0.0 SUPPORT 8 398.880 0.0 0.0 SUPPORT 9 416.880 0.0 0.0 SUPPORT 10 434.880 0.0 0.0 SUPPORT 11 452.880 0.0 0.0 SUPPORT 12 470.880 0.0 0.0 SUPPORT 13 488.880 0.0 0.0 SUPPORT 14 506.880 0.0 0.0 SUPPORT 15 524.880 0.0 0.0 SUPPORT 16 542.880 0.0 0.0 SUPPORT 17 560.880 0.0 0.0 SUPPORT 18 578.880 0.0 0.0 SUPPORT 19 593.280 0.0 0.0 SUPPORT 20 607.680 0.0 0.0 SUPPORT STATUS---/ ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL JOINT RELEASES-------------------------------------/ELASTIC SUPPORT RELEASES-------------------~-----------------------------1 JOINT FORCE MOMENT THETA 1 THETA 2 THETA 3 KFX KFY KFZ KMX KMY KHZ 4 z 0.0 o.o 0.0 0.0 0.0 o.o o.o o.o 0.0 6 X Z 0.0 0.0 0.0 0.0 50.417 0.0 0.0 0.0 0.0 7 X Z 0.0 0.0 0.0 0.0 100.833 0.0 0.0 0.0 0.0 8 X l 0.0 0.0 0.0 0.0 96.083 0.0 0.0 0.0 0.0 9 X l 0.0 0.0 0.0 0.0 92.667 0.0 0.0 0.0 0.0 10 X Z 0.0 0.0 0.0 0.0 95.417 0.0 0.0 0.0 0.0 11 X Z 0.0 0.0 0.0 0.0 98.083 0.0 0.0 0.0 0.0 12 X Z 0.0 0.0 0.0 0.0 100.833 0.0 0.0 0.0 0.0 13 X Z 0.0 0.0 0.0 0.0 103.500 0.0 0.0 0.0 0.0 14 X Z 0.0 0.0 0.0 0.0 106.167 0.0 0.0 0.0 0.0 15 X Z 0.0 0.0 0.0 0.0 108.917 0.0 0.0 0.0 0.0 '--~ •-' r J1 -~ ~J --4 ~ .. :f ::l # ~~ ,J • ' \" :I:O :s l") ~ n , ., '--;:;>' I ....... "'-, '-1 _::; ::n + -_j) CJ ,, ' ...... 16 17 18 19 ~ X X X z z z z o.o 0.0 0.0 0.0 o.o 0.0 0.0 0.0 MEMBER INCIDENCES----------/ LENGTH------/ MEMBER START END LOCAL COORD. 101 1 2 86.880 102 2 3 91.800 103 3 4 40.200 104 4 5 52.320 105 5 6 87.480 106 6 7 20.160 107 7 8 20.040 108 8 9 18.000 109 9 10 18.000 110 10 11 18.000 111 11 12 18.000 112 12 13 18.000 113 13 14 18.000 114 14 15 18.000 115 15 16 18.000 116 16 17 18.000 117 17 18 18.000 118 18 19 14.400 119 19 20 14.400 0.0 0.0 0.0 0.0 o.o 0.0 o.o 0.0 __ .~..583 114.333 104.917 93.583 o.o o.o o.o o.o RELEASES---------------------1 STATUS--/ START END FORCE MOMENT FORCE MOMENT ACTIVE z ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE o.o 0.0 0.0 0.0 FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME 0.0 o.o 0.0 0.0 MEMBER PROPERTIES---------------------------------------------------------------------------------------------------1 AZ/YC IX/ZC IY/EY IZ/EZ SY sz MEMBER/SEG TYPE SEG.L COMP AX/YO AY/ZD 101 PRISMATIC 119.000 0.0 0.0 0.0 o.o 54700.000 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 102 PRISMATIC 119.000 o.o o.o 0.0 0.0 54700.000 0.0 o.o 0.0 0.0 o.o o.o o.o 0.0 103 PRISMATIC 119.000 o.o 0.0 0.0 0.0 54700.000 o.o o.o 0.0 o.o o.o 0.0 0.0 o.o 104 PRISMATIC 119.000 0.0 0.0 0.0 0.0 54700.000 0.0 0.0 o.o 0.0 o.o o.o o.o o.o 105 PRISMATIC 119.000 0.0 o.o 0.0 0.0 54700.000 o.o 0.0 0.0 0.0 o.o 0.0 0.0 o.o 106 PRISMATIC 119.000 o.o 0.0 o.o 0.0 54700.000 0.0 0.0 0.0 o.o 0.0 0.0 o.o 0.0 107 PRISMATIC 119.000 o.o 0.0 0.0 o.o 54700.000 0.0 o.o 0.0 o.o 0.0 0.0 0.0 0.0 108 PRISMATIC 145.300 o.o 0.0 0.0 0.0 69000.000 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 109 PRISMATIC 149.500 o.o 0.0 o.o 0.0 75200.000 0.0 0.0 0.0 0.0 o.o 0.0 0.0 o.o 110 PRISMATIC 153.700 0.0 0.0 0.0 0.0 81800.000 0.0 0.0 0.0 o.o o.o o.o 0.0 0.0 111 PRISMATIC 158.000 0.0 0.0 o.o 0.0 88800.000 0.0 o.o o.o o.o o.o o.o .... l> :...n ~8 J>. ncr. XCIO 3: ·, , :") :z• -iN ..... U1t' en m t'' N 0.0 o.o 0.0 0.0 0.0 0.0 112 PRISMATIC 162.200 o.o 0.0 0.0 0.0 96100.000 o.o 0.0 0.0 o.o 0.0 0.0 0.0 0.0 113 PRISMATIC 166.500 o.o 0.0 o.o 0.0 103900.000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114 PRISMATIC 170.700 o.o 0.0 0.0 0.0 112000.000 0.0 0.0 0.0 o.o 0.0 0.0 o.o o.o 115 PRISMATIC 174.900 o.o 0.0 o.o o.o 120600.000 0.0 o.o 0.0 o.o 0.0 0.0 0.0 0.0 116 PRISMATIC 179.200 o.o 0.0 0.0 0.0 129600.000 o.o 0.0 0.0 o.o o.o 0.0 o.o 0.0 117 PRISMATIC 183.400 o.o o.o 0.0 0.0 139000.000 o.o 0.0 0.0 o.o 0.0 o.o 0.0 0.0 118 PRISMATIC 216.800 o.o 0.0 0.0 0.0 168600.000 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 119 PRISMATIC 216.800 o.o o.o 0.0 0.0 168600.000 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 MEMBER CONSTANTS---------------------------------------------------------------------------------------------------1 CONSTANT STANDARD VALUE DOMAIN VALUE MEMBER LIST E 0.290000E+05 ALL G 0.0 ALL DENSITY 0.100000E-02 ALL CTE 0.100000E+01 ALL BETA 0.628319E+01 ALL POISSON 0.0 ALL ********** DESIGN DATA ********** USER DATA SET PARAMETER DICTIONARY-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME STRUDL DATA SET PARAMETER DICTIONARY-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME CODE STANDARD AISC CB COMPUTE QQSTCBIC CMY COMPUTE QQSTCMYC CHZ COMPUTE QQSTCMZC ""-'- )> :n -.xa ~5 n· :c~ ::· ,.., , 2 ,, ~l'l .... 01-+::a. ' m JJ i'~ w CONTYPE STANDARD FBLTUP STANDARD FULT STANDARD FYLD STANDARD KV STANDARD KZ STANDARD LV COMPUTE LZ COMPUTE LVFACT STANDARD LZFACT STANDARD HAXFX STANDARD HAXFY STANDARD HAXFZ STANDARD HAXMX STANDARD HAXHY STANDARD HAXMZ STANDARD HAXKLR STANDARD HXTRIALS STANDARD PF STANDARD PRIDTA STANDARD SDSWAYY STANDARD SDSWAYZ STANDARD SECNDARY STANDARD TBLNAM STANDARD TRACE STANDARD UNLCF COMPUTE VALUES STANDARD USER DATA SET 2.00 1.00 58.00 36.00 1. 00 1.00 QQSTULEN QQSTULEN 1.00 1.00 1.00 1.00 1.00 10.00 10.00 10.00 300.00 100.00 1.00 1.00 2.00 2.00 1.00 AISC70 1.00 QQSTULEN 1.00 CONSTRAINT DICTIONARY------------/ NAME RETRIEVAL STRUDL DATA SET CONSTRAINT DICTIONARY------------/ NAME RETRIEVAL AX TABULAR AY TABULAR AZ TABULAR IX TABULAR IY TABULAR IZ TABULAR SY TABULAR SZ TABULAR YO TABULAR ZD TABULAR FL TK TABULAR WBTK TABULAR YD/AFL TABULAR RY TABULAR RZ TABULAR YC TABULAR ZC TABULAR WEIGHT TABULAR TYPE TABULAR D TABULAR B TABULAR -2 -2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 !-!) >·Uil ~00 :--18 .;:--£"2~ ~co ~ :::r" ' • :.::::,; V'l f!1 0 . -tN ........ t:l'J .p, , Cl") (!J t~'i ~ ********** LOADING DATA ********** LOADING -1 DEAD LOAD STATUS -ACTIVE MEMBER AND ELEMENT LOADS------------------------------------------------------------------------------··---------------1 MEMBER/ELEMENT 101 UNIFORM LOAD GL FORCE V FR W -0.136 LA 0.0 LB 1.000 102 UNIFORM LOAD GL FORCE V FR W -0.136 LA 0.0 LB 1.000 103 UNIFORM LOAD GL FORCE V FR W -1.582 LA 0.0 LB 1.000 104 UNIFORM LOAD GL FORCE V FR W -1.582 LA 0.0 LB 1.000 105 UNIFORM LOAD GL FORCE V FR W -0.136 LA 0.0 LB 1.000 106 UNIFORM LOAD GL FORCE V FR W -0.136 LA 0.0 LB 1.000 107 UNIFORM LOAD GL FORCE V FR W -0.136 LA 0.0 LB 1.000 108 UNIFORM LOAD GL FORCE V FR W -0.146 LA 0.0 LB 1.000 109 UNIFORM LOAD GL FORCE V FR W -0.154 LA 0.0 LB 1.000 110 UNIFORM LOAD GL FORCE V FR W -0.162 LA 0.0 LB 1.000 111 UNIFORM LOAD GL FORCE V FR W -0.169 LA 0.0 LB 1.000 112 UNIFORM LOAD GL FORCE V FR W -0.178 LA 0.0 LB 1.000 113 UNIFORM LOAD GL FORCE V FR W -0.186 LA 0.0 LB 1.000 114 UNIFORM LOAD GL FORCE V FR W -0.194 LA 0.0 LB 1.000 115 UNIFORM LOAD GL FORCE V FR W -0.203 LA 0.0 LB 1.000 116 UNIFORM LOAD GL FORCE V FR W -0.212 LA 0.0 LB 1.000 117 UNIFORM LOAD GL FORCE V FR W -0.221 LA 0.0 LB 1.000 118 UNIFORM LOAD GL FORCE V FR W -0.234 LA 0.0 LB 1.000 119 UNIFORM LOAD GL FORCE V FR W -0.234 LA 0.0 LB 1.000 LOADING -101 SEISMIC LOAD COMBINATION GIVEN -1 METHOD -ALGEBRAIC SUM **************************************** * END OF DATA FROM INTERNAL STORAGE * **************************************** 1.880 STATUS -ACTIVE ,... >c..n -.co _.0 ~--0 n"' %CO =r ~.., ,.,. . ..., 2• -: 1\) .... (11.,.. • 0\ CD (~~:") CJl STIFFNESS ANALYSIS TIME FOR CONSISTENCY CHECKS FOR 19 MEMBERS TIME TO GENERATE 19 LOCAL ST & MA MATRICES TIME TO PROCESS MEMBER RELEASES TIME TO PROCESS 19 MEMBER LOADS TIME TO ASSEMBLE THE STIFFNESS MATRIX TIME TO PROCESS 20 JOINTS TIME TO SOLVE WITH 5 PARTITIONS TIME TO PROCESS 20 JOINT DISPLACEMENTS TIME TO PROCESS 19 ELEMENT DISTORTIONS TIME FOR STATICS CHECK TIME TO GENERATE COMBINED RESULTS OUT DEC 6 LIST DISPLACEMENTS ALL 0.02 SECONDS 0.03 SECONDS 0.0 SECONDS 0.07 SECONDS 0.04 SECONDS 0.06 SECONDS 0.04 SECONDS 0.01 SECONDS 0.06 SECONDS 0.01 SECONDS 0.03 SECONDS ~ )>.n .... ~ -t .:l )>. nn :X: JQ • 3: ., ..., ") :z.~ ..... _ t.n~ CJ\ \l] ,, ') 0) **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS INCH KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING -1 DEAD LOAD RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. Y DISP. Z DISP. X ROT. Y ROT. Z ROT. 1 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o -0.005656 -0.005744 -0.005586 -0.005265 -0.004814 -0.004263 -0.003641 -0.002980 -0.002311 -0.001668 -0.001085 -0.000597 -0.000239 -0.000064 o.o 0.0 -0.000032 -0.000011 0.000002 0.000014 0.000022 0.000028 0.000033 0.000036 0.000037 0.000037 0.000034 0.000030 0.000024 0.000016 0.000009 0.0 RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT 2 3 5 GLOBAL GLOBAL GLOBAL LOADING -101 /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. Y DISP. Z DISP. X ROT. Y ROT. Z ROT. 0.0 -0.000535 -0.000008 0. 0 0. 000454 0. 000002 0. 0 -0.002630 -0. 000053 SEISMIC LOAD -.jl "'-· ~ 1i ~00 ""'"1~ ;~ (")m :r:oo ~ :., ~. ") :zi\J -4- -~· 01, en UJ , ... ; -l RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT /-----------------OISPLACEMENT-----------------1/-------------------ROTATION-------------------/ X OISP. V DISP. Z DISP. X ROT. V ROT. Z ROT. 1 GLOBAL 0.0 0.0 o.o 4 GLOBAL 0.0 o.o -0.000060 6 GLOBAL 0.0 -0.010633 -0.000020 7 GLOBAL o.o -0.010798 0.000003 8 GLOBAL 0.0 -0.010501 0.000026 9 GLOBAL o.o -0.009897 0.000041 10 GLOBAL 0.0 -0.009051 0.000053 11 GLOBAL 0.0 -0.008015 0.000062 12 GLOBAL 0.0 -0.006845 0.000068 13 GLOBAL o.o -0.005601 0.000070 14 GLOBAL 0.0 -0.004344 0.000069 15 GLOBAL o.o -0.003136 0.000065 16 GLOBAL 0.0 -0.002040 0.000056 17 GLOBAL 0.0 -0.001123 0.000045 18 GLOBAL 0.0 -0.000450 0.000029 19 GLOBAL 0.0 -0.000120 0.000016 20 GLOBAL 0.0 0.0 o.o RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT /-----------------DISPLACEMENT-----------------1/-------------------ROTATION-------------------/ X DISP. V DISP. Z DISP. X ROT. Y ROT. Z ROT. 2 3 5 GLOBAL GLOBAL GLOBAL o.o 0.0 o.o -0.001006 0.000854 -0.004944 -0.000015 0.000003 -0.000100 .... > :.n ...,t..G -t:.:) ,_o n· x31 ~ ·, ~·:> .. , N ..... C.tl..,.. I a. CD ,, 'j 00 1- 1.1.1 N 1.1.1 1.1. u w Ill 0 1--1-z: ::::;) ::::;) 0 ...1 ...1 < Ill w u 0:: 0 1.1. 1- Ill .... ...1 1 ~q~n. 6R-"'r -214-68 ATTACH MEN i 5 ~9 .... **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING - 1 DEAD UlAD HEHBER FORCES HEHBER JOINT 1--------------------FORCE --------------------//--------------------MOMENT --------------------/ AXIAL SHEAR Y SHEAR Z TORSIONAL BENDING Y BENDING Z 101 1 101 2 102 2 102 3 103 3 103 4 104 4 104 5 105 5 105 6 106 6 106 7 107 7 107 8 108 8 108 9 109 9 109 10 110 10 110 11 111 11 111 12 112 12 112 13 113 13 113 14 114 14 114 15 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 11.27 0.55 -0.55 13.03 -13.03 76.63 95.35 -12.58 12.58 -0.68 0.96 1. 78 -1.20 3.92 -3.39 6.02 -5.53 8.30 -7.84 10.76 -10.34 13.38 -13.01 16.22 -15.91 19.26 -19.01 22.50 38.79 0.00 -0.00 -51.96 51.96 -202.15 202.15 33.12 -33.12 81.44 -81.44 80.75 -80.75 76.47 -76.47 69.42 -69.42 59.05 -59.05 45.10 -45.10 27.32 -27.32 5.39 -5.39 -20.98 20.98 -52.12 ..... > ~~~ ..... ;~ ... ~ ~? ("")~ ::CCIO 3:: .~, ....,~ :Z• _.I\) ..... U1t' 0\ CD ,,, 0 115 15 o.o -22.32 52.12 115 16 0.0 25.98 -88.34 116 16 0.0 -25.85 88.34 116 17 0.0 29.67 -129.98 117 17 o.o -29.60 129.98 117 18 o.o 33.58 -177.37 118 18 0.0 -33.56 177.37 118 19 0.0 36.92 -219.66 119 19 0.0 -36.92 219.66 119 20 0.0 40.29 -265.98 LOADING -101 SEISMIC LOAD MEMBER FORCES MEMBER JOINT /--------------------FORCE --------------------//--------------------MOMENT --------------------/ ..... AXIAL SHEAR V SHEAR Z TORSIONAL BENDING V BENDING Z ) Ul 101 1 0.0 21.18 72.93 . ()) 101 2 0.0 1.03 0.00 -0 --0 102 2 o.o -1.03 -0.00 ""' 102 3 0.0 24.50 -97.68 ... . 103 3 o.o -24.50 97.68 ( 0\ 103 4 0.0 144.07 -380.03 :rm 104 4 o.o 179.25 380.03 -· I ~ . ,., 104 5 0.0 -23.64 62.27 r· -~ 105 5 0.0 23.64 -62.27 -... 105 6 0.0 -1.28 153.10 -:-N 106 6 o.o 1.81 -153.10 ..... 106 7 0.0 3.34 151.81 o· ..;. 107 7 o.o -2.25 -151.81 ' I 107 8 0.0 7.38 143.77 m 108 8 o.o -6.37 -143.77 m 108 9 0.0 11.31 130.51 109 9 o.o -10.39 -130.51 109 10 0.0 15.60 111.02 110 10 o.o -14.74 -111.02 110 11 0.0 20.22 84.80 111 11 0.0 -19.44 -84.80 111 12 0.0 25.15 51.35 112 12 0.0 -24.46 -51.35 112 13 0.0 30.49 10.14 113 13 0.0 -29.91 -10.14 113 14 o.o 36.20 -39.44 114 14 0.0 -35.74 39.44 114 15 0.0 42.31 -97.98 115 15 o.o -41.96 97.98 115 16 0.0 48.83 -166.08 116 16 0.0 -48.61 166.08 116 17 0.0 55.78 -244.37 117 17 0.0 -55.65 244.37 117 18 0.0 63.13 -333.46 118 18 0.0 -63.08 333.46 t;' 118 19 0.0 69.42 -412.96 1-o 00 00 CJICJI ....... ........ 15800. 68·SC·214-6B 32 £-·• • ,.-.,n ..... ,,.. ~ ...I ...I c en z 0 -...... u c w a: ...... en -...I ., -=~~0. 68·1!'~ -214-68 ATl"ACHMENl 5 :33 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING -1 DEAD LOAD RESULTANT JOINT LOADS -SUPPORTS JOINT /--------------------FORCE --------------------11-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL LOADING -101 o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 o.o o.o o.o o.o 0.0 0.0 0.0 0.0 o.o SEISMIC LOAD RESULTANT JOINT LOADS -SUPPORTS 11.27 171.98 0.29 0.58 0.54 0.49 0.46 0.42 0.37 0.31 0.25 0.18 0.12 0.07 0.03 0.01 40.29 38.79 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 -265.98 JOINT /--------------------FORCE --------------------//-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 4 6 GLOBAL GLOBAL GLOBAL o.o 0.0 o.o 21.18 323.32 0.54 72.93 -0.00 -0.00 .....a ><.n ...._,co _,0 :Jt-? om :J:O) • :: .. , ,,, n z;..., ........ tJ1t' en Ol v> ~ ~ 7 GLOBAL 0.0 1.09 8 GLOBAL o.o 1.01 9 GLOBAL 0.0 0.92 10 GLOBAL o.o 0.86 11 GLOBAL 0.0 0.79 12 GLOBAL 0.0 0.69 13 GLOBAL 0.0 0.58 14 GLOBAL 0.0 0.46 15 GLOBAL 0.0 0.34 16 GLOBAL 0.0 0.23 17 GLOBAL 0.0 0.13 18 GLOBAL o.o 0.05 19 GLOBAL o.o 0.01 20 GLOBAL 0.0 75.74 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 o.oo o.oo -0.00 0.00 -500.05 ~ )>0'1 ... co _:o ;:t-0 o· :r:g: !: ·, rra . .., z~ -· 1\) ~ UI.J::a. (n Cll v' Colt . 0 . 0 V'l 0 u <C a:: ..... z s: 1-u UJ V'l en ... ... 0 1-... 0 ... V'l a:: ..... CD :::£ ..... :::£ UJ a. 0 ...J ..... ... > z 1-..... V'l ..... ..... ...J u a:: c:l 0 z ..... -0 1- <C V'l 0 ..... ...J ...J 15800 I 68-~C-214-68 A .. CiACHMt.N• 5 36 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT FROM START AXIAL V SHEAR Z SHEAR TORSION Y BENDING 0.0 FR 0.0 -11.27 o.o 0.0 0.0 1 0.0 -11.27 0.0 o.o o.o 1 0.500 0.0 -5.36 0.0 0.0 0.0 1 0.0 -5.36 o.o 0.0 o.o 1 1.000 0.0 0.55 0.0 0.0 0.0 1 0.0 0.55 0.0 o.o o.o 1 MEMBER 102 -------------------1 Z BENDING -38.79 1 -38.79 1 -8.70 1 -8.70 1 0.00 1 0.00 1 DISTANCE FROM START 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR 0.0 0.55 0.0 o.o 0.0 -0.00 .... ?.g: _o :::t> 0 nO. :I: OJ ==· ..... -.:,., ... n 2• -· N .... (J1.t,.. I m m (;' 'l 0.500 1. 000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER 1 1 0.0 0.55 0.0 0.0 0.0 -0.00 1 1 0.0 6.79 0.0 o.o 0.0 -14.04 1 1 0.0 6.79 0.0 o.o o.o -14.04 1 1 0.0 13.03 o.o 0.0 0.0 -51.96 1 1 0.0 13.03 0.0 0.0 o.o -51.96 1 1 103 /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING o.o 13.03 o.o o.o 0.0 -51.96 1 0.0 -51.96 1 0.0 -100.42 1 o.o -100.42 1 0.0 -202.15 1 0.0 -202.15 1 1 0.0 13.03 o.o o.o 1 o.o 44.83 o.o o.o 1 0.0 44.83 0.0 o.o 1 0.0 76.63 0.0 0.0 1 0.0 76.63 0.0 o.o 1 104 -------------------1 Z BENDING /-------------------FORCE -------------------//-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 -95.35 0.0 o.o 0.0 1 0.0 -95.35 0.0 o.o 0.0 1 0.0 -53.96 0.0 o.o 0.0 1 0.0 -53.96 0.0 0.0 0.0 1 0.0 -12.58 0.0 0.0 0.0 1 0.0 -12.58 0.0 o.o 0.0 1 105 -202.15 1 -202.15 1 -39.40 1 -39.40 1 33.12 1 33.12 1 ...... >Ul . (X) -. 0 -· 0 ) .. nm :coo • ::: (.') r"l1 n :Z• . 1\) -· ...... ~ 01, vi 0) en OJ DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o FR 0.0 -12.58 o.o 0.0 0.0 33.12 1 1 0.0 -12.58 0.0 o.o 0.0 33.12 1 1 0.500 o.o -6.63 o.o o.o o.o 68.12 1 1 o.o -6.63 o.o o.o o.o 68.12 1 1 1.000 o.o -0.68 0.0 0.0 0.0 81.44 1 1 o.o -0.68 0.0 o.o 0.0 81.44 1 1 MEMBER 106 DISTANCE FROM START 0.0 FR 0.500 1.000 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o -0.96 o.o 0.0 o.o 81.44 1 81.44 1 81.67 1 81.67 1 80.75 1 80.75 1 1 o.o -0.96 o.o 0.0 o.o 1 o.o 0.41 0.0 0.0 0.0 1 0.0 0.41 0.0 o.o 0.0 1 o.o 1.78 0.0 o.o o.o 1 o.o 1.78 o.o 0.0 o.o 1 MEMBER 107 DISTANCE /------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o FR o.o 1.20 o.o 0.0 0.0 80.75 1 1 o.o 1.20 0.0 0.0 0.0 80.75 1 1 0.500 o.o 2.56 0.0 0.0 0.0 79.18 1 1 0.0 2.56 o.o 0.0 o.o 79.18 1 1 1.000 o.o 3.92 o.o 0.0 0.0 76.47 1 1 o.o 3.92 o.o o.o o.o 76.47 to-& ):.t· Ul ... (X) ;~.8 n· :~:m ;:· r. (~ ,.l 0 :Z• _ ... 1'\) ... c.n• • at txJ c.,., CD 1 MEMBER 108 DISTANCE !-------------------FORCE -------------------//-------------------MOMENT FROM START AXIAL V SHEAR l SHEAR TORSION V BENDING 0.0 FR 0.0 3.39 o.o o.o 0.0 1 0.0 3.39 0.0 o.o 0.0 1 0.500 0.0 4. 70 0.0 o.o 0.0 1 o.o 4.70 0.0 o.o o.o 1 1.000 0.0 6.02 0.0 0.0 o.o 1 0.0 6.02 0.0 o.o 0.0 1 MEMBER 109 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT FROM START AXIAL V SHEAR l SHEAR TORSION V BENDING o.o FR 0.0 5.53 o.o o.o o.o 1 0.0 5.53 0.0 0.0 0.0 1 0.500 0.0 6.91 0.0 0.0 0.0 1 0.0 6.91 0.0 0.0 o.o 1 1.000 o.o 8.30 o.o 0.0 0.0 1 0.0 8.30 o.o o.o o.o 1 MEMBER 110 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT FROM START AXIAL V SHEAR l SHEAR TORSION V BENDING 0.0 FR 0.0 7.84 o.o o.o 0.0 1 0.0 7.84 0.0 0.0 0.0 1 0.500 0.0 9.30 0.0 0.0 0.0 1 -------------------1 l BENDING 76.47 1 76.47 1 73.44 1 73.44 1 69.42 1 69.42 1 -------------------1 l BENDING 69.42 1 69.42 1 64.76 1 64.76 1 59.05 1 59.05 1 -------------------1 l BENDING 59.05 1 59.05 1 52.63 .... ?:~ .:o >o n· :cKI :c c", ,. z-:> -.N .... (11 ... • 0\ CD If;'-, c l L. 1 1 0.0 9.30 0.0 0.0 0.0 52.63 1 1 1.000 o.o 10.76 o.o 0.0 0.0 45.10 1 1 0.0 10.76 0.0 o.o 0.0 45.10 1 1 MEMBER 111 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR o.o 10.34 0.0 o.o o.o 45.10 1 1 0.0 10.34 0.0 0.0 0.0 45.10 1 1 0.500 0.0 11.86 0.0 o.o 0.0 36.78 1 1 0.0 11.86 0.0 o.o 0.0 36.78 1 1 1.000 0.0 13.38 o.o o.o 0.0 27.32 1 1 0.0 13.38 0.0 o.o 0.0 27.32 1 1 MEMBER 112 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR 0.0 13.01 0.0 o.o 0.0 27.32 1 1 0.0 13.01 0.0 o.o 0.0 27.32 1 1 0.500 0.0 14.61 0.0 0.0 0.0 16.96 1 1 0.0 14.61 o.o o.o o.o 16.96 1 1 1.000 0.0 16.22 0.0 o.o 0.0 5.39 1 1 0.0 16.22 0.0 0.0 0.0 5.39 1 1 MEMBER 113 DISTANCE FROM START /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING -). (.J1 -00 ~ ":1 0 ~&l -. :s. t,') Pl ,-.. ::z ·~ ~ •• N .... 01~ • ~ ..._ 0'\ OJ 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 0.0 15.91 0.0 o.o 0.0 5.39 1 1 0.0 15.91 0.0 o.o 0.0 5.39 1 1 0.0 17.58 0.0 o.o 0.0 -7.17 1 1 0.0 17.58 0.0 o.o 0.0 -7.17 1 1 o.o 19.26 o.o 0.0 o.o -20.98 1 1 o.o 19.26 0.0 o.o o.o -20.98 1 1 114 1-------------------FORCE -------------------11-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 19.01 0.0 o.o o.o -20.98 1 -20.98 1 -35.89 1 -35.89 1 -52.12 1 -52.12 1 1 o.o 19.01 0.0 o.o 0.0 1 0.0 20.76 o.o o.o 0.0 1 0.0 20.76 o.o o.o 0.0 1 0.0 22.50 0.0 o.o 0.0 1 0.0 22.50 o.o o.o 0.0 1 MEMBER 115 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING o.o FR o.o 22.32 0.0 o.o o.o -52.12 1 1 0.0 22.32 0.0 o.o 0.0 -52.12 1 1 0.500 o.o 24.15 0.0 o.o 0.0 -69.54 1 1 0.0 24.15 o.o o.o o.o -69.54 1 1 1.000 0.0 25.98 0.0 0.0 0.0 -88.34 1 1 0.0 25.98 0.0 o.o 0.0 -88.34 1 1 ..... >U1 ..... (X) -·~ 8 >. £& 3:ln 01 (') :Z· -"' ..... c.n• • a. m ~ N MEMBER 116 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR l SHEAR TORSION Y BENDING FROM START o.o FR 0.0 0.0 0.500 o.o 0.0 1.000 o.o o.o MEMBER 117 DISTANCE 1-------------------FROM START AXIAL o.o FR o.o o.o 0.500 0.0 0.0 1.000 0.0 0.0 MEMBER 118 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 0.0 0.500 o.o o.o 1.000 0.0 1 1 1 1 1 1 1 1 1 1 1 1 25.85 o.o o.o o.o 25.85 0.0 0.0 o.o 27.76 o.o 0.0 o.o 27.76 0.0 o.o 0.0 29.67 o.o 0.0 o.o 29.67 o.o 0.0 o.o FORCE -------------------11-------------------MOMENT Y SHEAR l SHEAR TORSION Y BENDING 29.60 o.o o.o 0.0 29.60 0.0 31.59 31.59 33.58 33.58 o.o o.o o.o o.o 0.0 0.0 0.0 o.o 0.0 FORCE -------------------11------------------- o.o 0.0 0.0 0.0 0.0 MOMENT Y SHEAR l SHEAR TORSION Y BENDING 33.56 0.0 o.o o.o 1 33.56 0.0 0.0 0.0 1 35.24 o.o 0.0 0.0 1 35.24 0.0 o.o 0.0 1 36.92 o.o o.o 0.0 -------------------1 l BENDING -88.34 1 -88.34 1 -108.45 1 -108.45 1 -129.98 1 -129.98 1 -------------------1 l BENDING -129.98 1 -129.98 1 -152.93 1 -152.93 1 -177.37 1 -177.37 1 -------------------1 l BENDING -177.37 1 -177.37 1 -198.01 1 -198.01 1 -219.66 ..... ).::--01 .;.... (X) .. : 8 ~. ~~ 3: ·"n (•1 -:z ·." -· f\) ...... U'I.,J::. I ~ w O'l OJ 0.0 MEMBER 119 1 1 36.92 DISTANCE 1-------------------FORCE FROM START AXIAL V SHEAR 0.0 FR 0.0 36.92 1 o.o 36.92 1 0.500 o.o 38.60 1 0.0 38.60 1 1.000 0.0 40.29 1 0.0 40.29 1 0.0 o.o o.o 1 -219.66 1 -------------------11-------------------MOMENT -------------------/ Z SHEAR TORSION V BENDING Z BENDING 0.0 0.0 0.0 -219.66 1 o.o 0.0 o.o -219.66 1 o.o 0.0 0.0 -242.31 1 0.0 o.o 0.0 -242.31 1 0.0 0.0 o.o -265.98 1 0.0 0.0 0.0 -265.98 1 .......,. ., • 01 :~:4 co ·-. 0 ,... 0 C' • :C~ ~ .',; !_:1 () ~ I 1\..) .......,. 01 ~ 0) (1] ~ ~ _. C) .... 1- (/) -...J Cl' ~ -Q <IIC 0 ...J I.C) . C) . C) (/) Q u c a:: LL.. ~ 0 -1-u LLI (/) c:n _. _. 0 1- _. C) _. (/) a:: LLI CQ ::E LLI ::E LLI Q.. 0 ...J LLI > z LLI w u a:: 0 LL.. 1- (/) -...J 15800. 68-SC-214-68 AJ. ACHMENi 5 45 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 0.500 1.000 MEMBER 102 o.o o.o o.o 0.0 0.0 FORCE -------------------//-------------------MOMENT Y SHEAR Z SHEAR TORSION Y BENDING 101 101 101 101 101 101 -21.18 o.o 0.0 0.0 -21.18 o.o o.o o.o -10.07 0.0 0.0 o.o -10.07 o.o o.o o.o 1.03 1.03 o.o o.o 0.0 o.o o.o o.o -------------------1 Z BENDING -72.93 101 -72.93 101 -16.36 101 -16.36 101 o.oo 101 0.00 101 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL Y SHEAR l SHEAR TORSION Y BENDING l BENDING 0.0 FR o.o 1.03 o.o o.o o.o 0.0 ...... U1 ;t.· co -· 0 -·· 0 )';'· . OFJ :c. 3: ~:~ rn n z;...:, -· ....... ~ t:n I ~ OJ 0\ OJ 101 0.0 1.03 o.o 0.0 0.0 101 0.500 o.o 12.77 o.o 0.0 0.0 101 0.0 12.77 0.0 0.0 o.o 101 1.000 o.o 24.50 o.o o.o 0.0 101 0.0 24.50 0.0 0.0 0.0 101 MEMBER 103 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 FR 0.500 1.000 MEMBER 104 0.0 o.o 0.0 0.0 0.0 o.o 101 101 101 101 101 101 24.50 0.0 o.o 0.0 24.50 o.o o.o o.o 84.28 o.o 0.0 o.o 84.28 o.o o.o o.o 144.07 0.0 o.o o.o 144.07 o.o o.o 0.0 DISTANCE FROM START 1-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 FR 0.0 -179.25 o.o o.o o.o 101 o.o -179.25 0.0 o.o o.o 101 0.0 -101.45 o.o o.o o.o 0.500 101 o.o -101.45 0.0 0.0 0.0 1.000 101 0.0 -23.64 0.0 0.0 0.0 101 0.0 -23.64 0.0 0.0 0.0 101 MEMBER 105 0.0 -26.40 101 -26.40 101 -97.68 101 -97.68 101 -------------------1 Z BENDING I---I -97.68 .,_ m 101 .~· C8 -97.68 ::g 101 -188.79 :r . 101 ng; -188.79 :c 101 7: ,....., -380.03 ·-. 101 r··· n -380.03 :z • 101 .. N ~ ('i f (1i c,-· -------------------1 Z BENDING -380.03 101 -380.03 101 -74.08 101 -74.08 101 62.27 101 62.27 101 ~ --1 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR l SHEAR TORSION Y BENDING l BENDING 0.0 FR 0.0 -23.64 o.o o.o o.o 62.27 101 101 0.0 -23.64 0.0 o.o 0.0 62.27 101 101 0.500 0.0 -12.46 o.o o.o o.o 128.07 101 101 0.0 -12.46 o.o o.o o.o 128.07 101 101 1.000 0.0 -1.28 0.0 o.o 0.0 153.10 101 101 o.o -1.28 o.o o.o 0.0 153.10 101 101 MEMBER 106 ..... :t-01 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 .... co ·o FROM START AXIAL Y SHEAR l SHEAR TORSION Y BENDING Z BENDING -0 o.o FR o.o -1.81 0.0 o.o 0.0 153.10 l'" . 101 101 ~m 0.0 -1.81 o.o o.o 0.0 153.10 101 101 3: -~? 0.500 0.0 a. 11 o.o o.o o.o 153.54 rn n 101 101 2• o.o o. 71 o.o 0.0 0.0 153.54 _, N 101 101 .... 1.000 o.o 3.34 0.0 o.o o.o 151.81 tnf'" 101 101 0.0 3.34 o.o 0.0 0.0 151.81 0'\ 101 101 m MEMBER 107 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING l BENDING 0.0 FR 0.0 2.25 0.0 0.0 o.o 151.81 101 101 o.o 2. 25 o.o 0.0 0.0 151.81 101 101 0.500 o.o 4.82 0.0 0.0 0.0 148.86 101 101 0.0 4.82 0.0 o.o 0.0 148.86 101 101 1.000 0.0 7.38 0.0 0.0 0.0 143.77 ~ 101 101 OJ o.o 7.38 0.0 o.o o.o 143.77 101 101 MEMBER 108 DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 1-------------------FORCE --------------·----//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING -------------------1 Z BENDING 0.0 6.37 0.0 o.o 0.0 143.77 101 101 0.0 6.37 0.0 0.0 0.0 143.77 101 101 0.0 8.84 0.0 0.0 0.0 138.07 101 101 0.0 8.84 0.0 o.o 0.0 138.07 101 101 o.o 11.31 o.o 0.0 0.0 130.51 101 101 0.0 11.31 o.o 0.0 0.0 130.51 101 101 109 1-------------------FORCE -------------------11-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 10.39 o.o 0.0 0.0 130.51 o.o 0.0 o.o 0.0 o.o 101 101 101 13.00 101 13.00 101 15.60 101 15.60 101 0.0 0.0 o.o 0.0 0.0 0. ,0 0.0 130.51 o.o 0.0 0.0 0.0 0.0 o.o o.o 0.0 101 121.74 101 121.74 101 111.02 101 111.02 101 MEMBER 110 DISTANCE FROM START O.Q FR 0.500 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V SENDING Z BENDING o.o 14.74 o.o o.o 0.0 111.02 101 101 0.0 14.74 0.0 0.0 0.0 111.02 101 101 o.o 17.48 0.0 o.o 0.0 98.94 ...... )'-U1 . OJ ·-0 ,.. 0 ~~ g .... 1 r•• n z· N ...... Ol.p.. I ~ c.:;, en OJ 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 101 101 o.o 17.48 o.o 0.0 0.0 98.94 101 101 o.o 20.22 0.0 0.0 o.o 84.80 101 101 0.0 20.22 0.0 0.0 0.0 84.80 101 101 111 /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 19.44 0.0 0.0 0.0 101 0.0 19.44 0.0 o.o 0.0 101 0.0 22.30 0.0 0.0 0.0 101 0.0 22.30 o.o 0.0 o.o 101 o.o 25.15 0.0 o.o o.o 101 o.o 25.15 o.o 0.0 0.0 101 112 1-------------------FORCE -------------------//-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 24.46 0.0 o.o o.o 101 0.0 24.46 o.o 0.0 0.0 101 0.0 27.48 o.o o.o 0.0 101 o.o 27.48 0.0 0.0 o.o 101 o.o 30.49 0.0 0.0 o.o 101 o.o 30.49 0.0 o.o 0.0 101 84.80 101 84.80 101 69.15 101 69.15 101 51.35 101 51.35 101 -------------------1 Z BENDING 51.35 101 51.35 101 31.88 101 31.88 101 10.14 101 10.14 101 MEMBER 113 DISTANCE FROM START 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION Y BENDING Z BENDING !--I. •,. ( 11 .. ') ... 'J ., '"" ) . (.J n01 ('X; •-... . ~::,.. : ) t· f ("') :.z.: ~} ....... (,., -1-: c:.rt c L1 OJ 0.0 FR 0.0 29.91 0.0 o.o 0.0 10.14 101 101 0.0 29.91 0.0 o.o 0.0 10.14 101 101 0.500 o.o 33.06 o.o o.o 0.0 -13.47 101 101 0.0 33.06 0.0 o.o 0.0 -13.47 101 101 1.000 0.0 36.20 0.0 0.0 0.0 -39.44 101 101 0.0 36.20 0.0 0.0 0.0 -39.44 101 101 MEMBER 114 ..... /-------------------FORCE -------------------//-------------------MOMENT -------------------1 DISTANCE ::;p.UI FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING ..... (X) o.o FR 0.0 35.74 0.0 o.o 0.0 -39.44 -··8 101 101 ~. 0.0 35.74 0.0 o.o 0.0 -39.44 £g;, 101 101 0.500 0.0 39.02 0.0 o.o 0.0 -67.48 101 101 ~ (:'J o.o 39.02 0.0 o.o 0.0 -67.48 rno 101 101 :Z• 1.000 0.0 42.31 0.0 o.o 0.0 -97.98 ~I\) 101 101 .... 0.0 42.31 0.0 0.0 0.0 -97.98 tn~ 101 101 0\ m MEMBER 115 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR 0.0 41.96 0.0 o.o 0.0 -97.98 101 101 0.0 41.96 0.0 o.o 0.0 -97.98 101 101 0.500 0.0 45.40 0.0 o.o 0.0 -130.74 101 101 0.0 45.40 0.0 o.o 0.0 -130.74 101 101 1.000 0.0 48.83 0.0 o.o 0.0 -166.08 101 101 0.0 48.83 0.0 o.o 0.0 -166.08 101 101 C..ll ...._ -~ ..... , _.1BER 116 DISTANCE /-------------------fORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL V SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.500 1.000 MEMBER 117 MEMBER 118 o.o 0.0 o.o 0.0 0.0 o.o -- o.o -· -- o.o o.o 101 101 101 101 101 101 101 101 101 101 101 101 48.61 o.o o.o o.o 48.61 0.0 o.o 0.0 52.19 o.o o.o 0.0 52.19 0.0 o.o 0.0 55.78 0.0 o.o o.o 55.78 0.0 o.o o.o 0 0.0 o.o 55.65 o.o o.o 0.0 0 o.o 0.0 59.39 o.o o.o 0.0 0 o.o o.o 63.13 o.o o.o 0.0 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING FROM START 0.0 FR o.o 63.08 o.o o.o o.o 101 o.o 63.08 o.o o.o 0.0 101 0.500 0.0 66.25 o.o o.o 0.0 101 0.0 66.25 0.0 o.o 0.0 101 1.000 0.0 69.42 0.0 o.o 0.0 -166.08 101 -166.08 101 -203.88 101 -203.88 101 -244.37 101 -244.37 101 -------------------1 Z BENDING -333.46 101 -333.46 101 -372.26 101 -372.26 101 -412.96 -);-tn ;.... 00 _; g l"-. ('"') :r~ :s: :.., rr• (') :Z• -; "' -0'1-f:o • ()) ro C.ll l\:) o.o MEMBER 119 101 69.42 101 0.0 0.0 0.0 DISTANCE FROH START 1-------------------FORCE -------------------11-------------------HOHENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 FR 0.500 1.000 0.0 69.41 0.0 o.o o.o 101 0.0 69.41 0.0 o.o 0.0 101 o.o 72.57 0.0 o.o o.o 101 0.0 72.57 o.o o.o 0.0 0.0 o.o 101 101 101 75.74 75.74 o.o 0.0 o.o o.o 0.0 0.0 101 -412.96 101 -------------------1 Z BENDING -412.96 101 -412.96 101 -455.55 101 -455.55 101 -500.05 101 -500.05 101 ..... ~g -:0 ~0 o· :r:8l 3: .. ·., f'll .. :zc:' -= 1\) .... U'l~ • C.'l c..., G\ OJ ::1: en -z -~ 15800. 68-7C-214-68 1'\.l I h~Httl~N l 5 54 THE FOLLOWING LOAD MODULES WERE ACCESSED DURING THIS RUN: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT STBPLN 79.262 11.49. 44 STCHCK 82.041 10.09.24 STCOMP 80.365 16.19.32 STCONS 83.314 23.21.27 STOlBS 79.282 15.47.26 ST02BS 83.314 23.04.06 STEDTA 80.203 15.02.27 STGEN 81.344 17.18.04 STINTR 83.314 23.11.57 STJPVP 83.314 22.46.02 STLDTA 83.314 22.49.28 STLGRP 82.060 15.05.08 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 STMBLD 81.350 17.48.07 STMBPR 79.269 12.23.52 STMDLS 83.314 23.17.16 STMREL 83.314 22.41.03 STORCO 83.314 22.41.03 STORID 83.314 22.39.02 STPOW 83.314 23.21.27 STRELT 83.314 22.41.03 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSTDP 83.314 23.26.06 STSUB 83.314 21.49.26 STTDTA 80.365 16.42.23 STUN IT 83.314 23.21.27 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 ~ ~ ,, LOAD MODULE DATE/TIME OF LINK-EDIT STCMLD 83.314 22.17.58 STC2LD 83.314 22.17. 58 STD3BS 83.314 22.55.50 STINHD 85.177 11.06.20 STLDNG 81.350 17.48.07 STLIST 83.314 23.17.16 STMBIN 83.314 22.41.03 STMDDP 83.314 23.14.46 STNUTP 83.314 23.21.27 STPDTA 81.344 17.14.31 STRLDP 83.314 22.31.31 STSLVP 83.322 10.36.16 STSW16 85.171 15.38.59 STYE AS 83.314 22.15.04 ST346 80.200 15.39.56 ..... >UI _co .. o :t· 0 n· :z:~ ~· rrl ·:') 2~ -· 1\) ..... U'l.,_. • C.11 <:.rt 0\ m THE •vLLOWING COBS WERE ACCESSED DURING THIS RUN: COB DATE/TIME OF COMPILATION COB CON' 85.171 09.24.41 DSPEC' GETID' 85.171 09.24.54 HHCON' HHMR2' 85.171 09.24.56 HHT999' JOI' 85.171 09.24.59 LIST HBLD 85.171 09.25.05 HBLIST' HEM' 85.171 09.25.06 HRERED' PRDAT' 85.171 09.25.12 PRI' PRSUB' 85.171 09.25.14 RDLIST' REL' 85.171 09.25.18 REREAD' STRUDL ' 85.171 09.26.11 TVP' WCOH 85.171 09.25.40 ZBAND' DATE/TIME OF COMPILATION COB 85.171 09.24.47 FIN' 85. 171 09.24.56 HHHRl' 85,.171 09.24.56 INC' 85.171 09.25.01 LOA' 85.171 09.25.05 HDF' 85.171 09.25.07 OUT' 85.171 09.25.13 PROP 85.171 09.25.17 RDLIST' 85.171 09.25.21 STI FFN' 85'.171 09.25.38 UNI' 85.171 09.26.10 DATE/TIME OF COMPILATION 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.02 85.171 09.25.06 85.171 09.25.10 85.171 09.25.14 85.171 09.25.17 85.171 09.25.32 85.171 09.25.39 ..... )>UI ...... 00 _; 0 );: ? (')eft :COl 3: .:·1) I'll (") 2• -·· 1\) ....... 0'1~ • C. I\ 0) 0\ OJ ****A .• END •• JOB 7626 •• R1209U01 •• R.STINNETT .FLOOR DV . 3 34 17 PM •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 7626 •• END •• A**** ****A •• END .• JOB 7626 •• R1209D01 •• R.STINNETT .FLOOR DV . 3 34 17 PM •• 12122187 •• R6.PR2 ..SVS.C168 •• J08 7626 •• END •• A**** ****A •• END •• JOB 7626 •• R1209D01 •• R.STINNETT .FLOOR DV . 3 34 17 PM •• 12I22187 •• R6.PR2 ..SVS.C168 •• JOB 7626 •• END •• A**** DDDDDDD vv vv JJ 000000 BBBBBBB 77777777 666666 222222 666666 DDDDDDDD vv vv JJ 00000000 BBBBBBBB 77777777 66666666 22222222 66666666 DO DO vvv vvv JJ 00 00 88 BB 777 66 22 222 66 DO DO vv vv JJ 00 00 888BB8B 777 6666666 222 6666666 DO DD vv vv JJ 00 00 B88BB8BB 777 66666666 222 66666666 DO DD vvvv JJ JJ 00 00 88 88 777 66 66 222 66 66 DDDDDDDD vvvv JJJJJJJJ 00000000 BB8BBB8B 777 66666666 22222222 66666666 DDDDDDO vv JJJJJJ 000000 BB8BBBB 777 666666 22222222 666666 RRRRRRR ssssss TTTTTTTT II II II II NN NN NN NN EEEEEEEE TTTTTTTT TTTTTTTT RRRRRRRR ssssssss TTTTTTTT IIIIIIII NNN NN NNN NN EEEEEEEE TTTTTTTT TTTTTTTT RR RR ss TT II NNNN NN NNNN NN EE TT TT RRRRRRR sssssss TT II NNNNN NN NNNNN NN EEEEEEE TT TT RRRRRRRR sssssss TT II NN NNNNN NN NNNNN EEEEEEE TT TT RR RR .. ss TT I I NN NNNN NN NNNN EE TT TT RR RR .... ssssssss TT III III II NN NNN NN NNN EEEEEEEE TT TT RR RR .. ssssss TT IIIIIIII NN NN NN NN EEEEEEEE TT TT 11 222222 II 222222 222222 II 888888 77777777 DODO ODD 000000 11 "'-' 111 22222222 I? 22222222 22222222 I? 88888888 77777777 DODD DODD 00000000 111 'Jl 11 22 222 22 222 22 222 88 88 777 DO DO 00 00 11 );-· • 11 222 II 222 222 II 888888 777 DO DO 00 00 11 .;.. ~ 11 222 II 222 222 II 88888888 777 DO DO 00 00 11 -0 11 222 II 222 222 II 88 88 777 DO DO 00 00 11 :t' 11111111 22222222 II 22222222 22222222 ? 88888888 777 DDDODDDD 00000000 11111111 C> en 11111111 22222222 I 22222222 22222222 888888 777 DDDDDDD 000000 11111111 ::J: OJ :.s:. .·.) r•l () 2· N ......,. 01~ en OJ DODD DOD vv vv JJ 000000 B888BBB 77777777 666666 222222 666666 DODD DODD vv vv JJ 00000000 8B88B8BB 77777777 66666666 22222222 66666666 DO DO vvv vvv JJ 00 00 BB B8 777 66 22 222 66 DO DO vv vv JJ 00 00 8BBBBBB 777 6666666 222 6666666 DO DO vv vv JJ 00 00 8BBBBBBB 777 66666666 222 66666666 DO DO vvvv JJ JJ 00 00 BB BB 777 66 66 222 66 66 DODD DODD vvvv JJJJJJJJ 00000000 BBBBBBBB 777 66666666 22222222 66666666 ODODODO vv JJ,JJJJ 0()0000 BBBBBBB 777 666666 22222222 666666 ****A •• END •. JOB 7626 •. R1209D01 •• R.STINNETT .FLOOR DV . 3 34 17 PM •• 12I22187 •• R6.PR2 •• SVS.C168 •• JOB 7626 •• END .• A**** C.~""l: ****A •. END •• JOB 7626 •. R1209D01 •• R.STINNETT .FLOOR DV . 3 34 17 PM •• 12122187 •• R6.PR2 ..SVS.Cl68 •• JOB 7626 •• END •. A****-..J ****A .. END •• JOB 7626 .. R1209D01 •• R.STINNETT .FLOOR DV . 3 34 17 PM •• 12122187 •• R6.PR2 ..SVS.C168 •• JOB 7626 •• END •• A**** ,. .. ****A •• Slh ..••• JOB 7620 •• R1209001 •• R.STINNETT ****A •• START •• J08 7620 •• R1209001 •• R.STINNETT ****A •• START .• J08 7620 •• R1209001 •• R.STINNETT OODDDDD VV VV DDDDDDDD VV VV DO DO VVV VVV DO DO VV VV DO DO VV VV DO DO VVVV OODDDDDD VVVV OOODDDD VV RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 11 111 11 11 11 11 11111111 11111111 DODO DOD DODD DODD DO DO DO DO DO DO DO DO ODDDDOOD OOOODOD 222222 22222222 22 222 222 222 222 22222222 22222222 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv ssssss ssssssss ss sssssss sssssss ss ssssssss ssssss l? II ll ~I TTTTTTTT TTTTTTTT TT TT TT TT TT TT 222222 22222222 22 222 222 222 222 22222222 22222222 ****A .. START •• J08 7620 •• R1209001 •• R.STINNETT ****A .. START •• J08 7620 •• R1209001 •• R.STINNETT ****A •. START •• JOB 7620 •• R1209001 •• R.STINNETT JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ IIIIIIII IIIIIIII II II II II IIIIIIII IIIIIIII 222222 22222222 22 222 222 222 222 22222222 22222222 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV • ..H 41 PM •• 12122/87 •• R6.PR2 .. S'fS.C168 •• JOB 7620 •• STAR'I .~~*** .FLOOR OV • 3:31 41 PM •• 12122187 •• R6.PR2 •• SYS.C168 •• JOB 7620 •• START •• A**** .FLOOR OV • 3:31 41 PH •• 12122187 •• R6.PR2 •• SYS.C168 •• JOB 7620 •• START •• A**** 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN ll II IV ~v 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 .FLOOR OV .FLOOR DV .FLOOR OV 8!388888 88888888 88 88 8888888 8BBB888B 88 88 88888888 8888888 NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN 888888 88888888 88 88 888888 88888888 88 88 88888888 888888 EEEEEEEE EEEEEEEE EE EEEEEEE EEEEEEE EE EEEEEEEE EEEEEEEE 77777777 77777777 777 777 777 777 777 777 77777777 77777777 777 777 771 777 777 777 TTTTTTTT TTTTTTTT TT TT TT TT TT TT 8888888 77777777 88888888 77777777 88 88 777 8888888 777 88888888 777 88 BB 777 BB8888BB 777 BBB8BB8 777 • 3 31 41 PH •• 12122I87 •• R6.PR2 • 3 31 41 PH •• 12122I87 •• R6.PR2 • 3 31 41 PH •• 12122I87 •• R6.PR2 666666 66666666 66 6666666 66666666 66 66 66666666 666666 TTTTTTTT TTTTTTTT TT TT TT TT TT TT ODDDDDD DDODDDOO DO DO DO DO DO DO DO DO DDDDDDOO ODD DODD 222222 22222222 22 222 222 222 222 22222222 22222222 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 11 111 11 11 11 11 11111111 11111111 666666 222222 000000 66666666 22222222 00000000 66 22 222 00 00 6666666 222 00 00 66666666 222 00 00 66 66 222 00 00 66666666 22222222 00000000 .,._ .. Crt C0 0 ~ 0 ,l • c~ o1 !)_ • I'•) I(', f': ~ ·-r. I (.-. ., :I ( ··, tfJ 666666 22222222 000000 ~~ •• SYS.C168 •• JOB 7620 •• START •• A****C)) •. SYS.C168 •• JOB 7620 •• START •• A**** •• SYS.C168 •• JOB 7620 •• START •• A**** *********************************************************************** * COMPUTER SYSTEM SCHEDULE EASTERN STANDARD TIME * MON-FRI 07:30 -00:15AM ALL SYSTEMS, CICS 07:30-21:00 * SAT. 07:30 AM -16:00 PM ALL SYSTEMS * SUN. 08:00 AM -16:00 PH ALL SYSTEMS * * * * * * * * * * *********************************************************************** * * * IF YOU HAVE ANY PROBLEMS COMMUNICATING WITH AN ONLINE SYSTEM * * CALL X-5788 FOR HELP. A MEMBER OF THE COMMUNICATIONS DEPARTMENT * * WILL BE GLAD TO ASSIST YOU. * * DURING SYSTEM OUTAGES CALL X-1170 FOR A RECORDED MESSAGE WHICH * * WILL DESCRIBE THE SITUATION. * *********************************************************************** * * * * * * * * * * * * *********************************************************************** * * *THE COMPUTER DEPT. DISTRIBUTES INFORMATION ABOUT IMMEDIATE CHANGES * * AND/OR PROBLEMS VIA A FLASH SYSTEM. IF YOU WOULD LIKE TO RECEIVE * * ANY OF THE FLASHES WE DISTRIBUTE PLEASE CONTACT RALPH GENTILE * * 245/5 AT EXT 1036. * * * *********************************************************************** XX XX xxxx XX xxxx XX XX * * * AAAAA AA AA AAAAAAA AA AA AA AA * * * * * * * * * * * *** ***** ** **** *** ** * **** * * ***** ******* * * * * * * * ********** ************* * *** *************** * * * ** ********* *** ********* ** *** ****** ***** * * * * * * * * * * * * * * * * * * * * * * * * * * ~ ?8; • 0 :;rO (". Cn :I: co . -.. :s.. rn r;. 0 2• -1\) ... (J'l~ • C.l1 c:.o ~ m J E S 2 J 0 B L 0 G --S Y S T E M C 1 6 8 - N 0 D E J E S 2 8 0 S 15.30.39 JOB 7620 $HASP373 R1209D01 STARTED -INIT 1 -CLASS A -SYS C168 15.31.39 JOB 7620 +MDC001I ------------------------M=047 S=OOOOO E=00065 15.31.39 JOB 7620 $HASP395 R1209D01 ENDED ------JES2 JOB STATISTICS ------ 22 DEC 87 JOB EXECUTION DATE 118 CARDS READ 1,883 SYSOUT PRINT RECORDS 0 SYSOUT PUNCH RECORDS 134 SVSOUT SPOOL KBYTES 1.00 MINUTES EXECUTION TIME ....... .,. U1 ~-co -o ... 0 :t-.• Ocn :cc;o s; .,, r•1 n :Z:• -1\.) ...... c..n~ m OJ e;"j Q 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 IIR1209001 JOB DV,R.STINNETT,MSGLEVEL=1 JOB 7620 ***JOBPARM R=360K,T=1 JOB 7620 II EXEC STRUDLSW REGION=360K TIME=1 XXSTRUDLSW PROC DD4=4096,CDBS=CDBR42,PRIM=300,SEC=300, 00000010 XX PRINT=A,OUTLIM=15000 00000020 ***************************************************** 00000030 *** ST -346 fSTRUDL-SWl 06129185 C. E. DOHERTY ** 00000040 ***************************************************** 00000050 XXSTRUOL EXEC PGM=LOADICES,PARH=V31CEX5,REGION=1200K,TIME=5 00000060 XXFT06FOD1 DO SYSOUT=&PRINT,SPACE=(1995,(3000,300)1 RLSE), 00000070 IEF6531 SUBSTITUTION JCL -SYSOUT=A,SPAC£=(1995 (luOO 300),RLSE), XX DCB=CBLKSIZE=1995 LRECL=133 RECFH=FBA),OUTLfM=&OUfLIM 00000080 IEF6531 SUBSTITUTION jcL -DCB=lBLKSIZE=1995,LRECL=133,RECFH=FBA),OUTLIM=15000 XXFT06F002 DO SYSOUT=&PRINT 1 SPA~E=(1995,(500,50),RLSE)1 00000090 IEF6531 SUBSTITUTION JCL -~YSOUT=ALSPAC£=(1995,,500,5u),RLSE), XX DCB=(BlKSIZE=1995,LRECL=133 RECtM=FBA) 00000100 XXDD1 DO UNIT=SVSDArSPACE=CTRK,l10 1 10))1 DCB=DSORG=DA 00000110 XXDD2 OD DSN=ICES.DATA.STROOL32,DI~P=SHK,LABEL=(,, IN) 00000120 XXDD3 DO DSN=ICES.MAC.&CDBS DISP=SHR,DCB=BLKSIZE=4096,LABEL=(,, IN) 00000130 IEF653I SUBSTITUTION JCL-DSN=ICES.MAC.CDBR42,DISP=SHR,DCB=9LKSIZE=4096,LABEL=(,,,IN) XXD04 DO UNIT=SVSDA,SPACE=(&DD4,(&PRIM &SEC)), 00000140 IEF6531 SUBSTITUTION JCl -UNIT=SVSDA,SPACE=(4096,(300,300)), XX DCB=tBLKSIZE=&DD4 DSORG=DA) IEF6531 SUBSTITUTION jcl -DC8=(BlKSIZE=4096,DSORG=DA) XXSTEPLIB DO DISP=SHR,DSN=ICES.EXECLIB.REL42 XX DO DISP=SHR,DSN=MDCLDR.REL42XA XXPROOLIB DO DISP=SHR,DSN=ICES.SYSTEM.REL42 XX DO DISP=SHR,DSN=ICES.MODUlES.V03L03,lA8EL=(,,,IN) XX DO DISP=SHR 1 DSN=ICES.MODULES.V03L02,lABEL=(,,,IN) XXFT07F001 DO SVSOUT=~ XXFT25F001 DO DSN=STRUDLSW.DOC1.NEWS32(ACTMSG),DISP=SHR,LABEL=(,,,IN) XXFT26F001 DO DSN=STRUDLSW.DOC1.NEWS32(ALLMSG),DISP=SHR,LABEL=(,,,IN) *** PLOTTAPE DO SVSOUT=P XXFT05F001 DO DDNAHE=SVSIN IISYSIN DO* GENERATED STATEMENT 00000150 00000160 00000170 00000180 00000190 00000200 00000210 00000220 00000230 00000240 00000250 !-.1. )? (Jl 4Cl f 0 ... 0 R. ('0 ~ J: I l cr. -. (; -I c,. r...: .. ....... I .r: ~ ch [.1 0"} ;-. IEF236I ALLOC. FOR Rl209D01 STRUDL IEF2371 JES2 ALLOCATED TO FT06F001 IEF237I JES2 ALLOCATED TO FT06F002 IEF237I 427 ALLOCATED TO DOl IEF2371 972 ALLOCATED TO DD2 IEF237I 973 ALLOCATED TO SYS01880 IEF237I 977 ALLOCATED TO D03 IEF237I 7C1 ALLOCATED TO D04 IEF237I 974 ALLOCATED TO STEPLIB IEF237I C4B ALLOCATED TO IEF237I 7D1 ALLOCATED TO PRODLIB IEF237I 437 ALLOCATED TO IEF237I 7D3 ALLOCATED TO IEF237I JES2 ALLOCATED TO FT07F001 IEF237I C54 ALLOCATED TO FT25F001 IEF237I 700 ALLOCATED TO SYS01882 IEF237I C54 ALLOCATED TO FT26F001 IEF237I JES2 ALLOCATED TO FT05F001 HDC001I ------------------------H=047 S=OOOOO E=00065 IEF142I R1209001 STRUDL -STEP WAS EXECUTED -COND CODE 0000 IEF285I JES2.JOB07620.S0000102 SYSOUT IEF285I JES2.JOB07620.S0000103 SYSOUT IEF285I SYS87356.T153039.RAOOO.R1209D01.R0000001 DELETED IEF285I VOL SER NOS= PUB001. IEF285I ICES.DATA.STRUDL32 IEF285I VOL SER NOS= STR819. IEF285I SYSCTLG.VSTR805 IEF285I VOL SER NOS= STR805. IEF285I ICES.HAC.CDBR42 IEF285I VOL SER NOS= STR827. IEF285I SYS87356.T153039.RAOOO.R1209D01.R0000002 IEF2851 VOL SER NOS= PUB002. IEF285I ICES.EXECLIB.REL42 IEF2851 VOL SER NOS= STR830. IEF2851 MDCLOR.REL42XA IEF285I VOL SER NOS= STR825. IEF2851 ICES.SYSTEM.REL42 IEF285I VOL SER NOS= STR808. IEF285I ICES.MODULES.V03L03 IEF2851 VOL SER NOS= STR815. IEF285I ICES.MODULES.V03L02 IEF285I VOL SER NOS= STR809. IEF2851 JES2.JOB07620.S0000104 IEF285I STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF285I SYSCTLG.VSTR806 IEF285I VOL SER NOS= STR806. IEF285I STRUDLSW.DOCl.NEWS32 IEF285I VOL SER NOS= STR814. IEF285I JES2.JOB07620.SI000101 KEPT KEPT KEPT DELETED KEPT KEPT KEPT KEPT KEPT SYSOUT KEPT KEPT KEPT SYSIN ' . ' . '....; r'< ,_ ........ r .... \.' ~ "' .. 1- l . IEF3731 STEP ISTRUDL I START 87356.1530 IEF374I STEP ISTRUDL I STOP 87356.1531 CPU OMIN 03.52SEC SRB OMIN 00.66SEC VIRT 1000K SYS 284K EXT 4K SYS 8860K " .............•.............................................•.....................••.......................................... 038 .JOB -R1209D01. SUBMITTER -R.STINNETT , FLOOR -DV 1 READER TIME, DATE -15.30.38, 12122187 .STEP NUMBER -1, STEP NAME -STRUDL 1 PROGRAM NAME -LOADICtS 1 RAN FROM 15.30.39 TO 15.31.39 .ENDING CONDITION -RETURN CODE 0, RtGION USED -1,284K, PERtORMANCE GROUP -20, SWAPS -0 .PAGEINS -11, PAGEOUTS -24, VIO PAGEINS -0, VIO PAGEOUTS -0 .CPU TIME -4.18 SECS, EXCPS -( 2 1073 NON-VI0 1 0 VIO), CPU UNITS - .SYSIN RECORDS -115, OPENS -( 0 TAPE, 8 TtMP, 7 PERM), 9.78 SECS COST = $12.09 0": l\: .EXCPS/OONAHE -14/STEPLIB 9/FT25F001 367/001 9/STEPLIB + 1 149/002 79/PROOLIB 102/003 73/PROOLIB + 1 307/004 964/PRODLIB + 2 it~ijii**~6~'}ii~6ib&i;·~tiii'ijiii:i~i6'''*'*'*'*' ................................................................................ . IEF3761 JOB /R1209001/ STOP 87356.1531 CPU OHIN 03.52SEC SRB OHIN 00.66SEC :totAL.cPu.tiMe·:······4:ia'secs:·totAL·excPs·:c·····2:o73.NaN:vio:·········a·vio):·tatAt·cpu·uNits·:······9:77'secs················ .TOTAL JOB COST EXCLUDING PRINT CHARGES= $12.09 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . -;r.c.n ···~ ;. 0 o· :x:&l a: ·(;J ,, (') Z• ,.;.. N ..... c.n~ • m C":) w **************************************************** * * * * * * * HCAUTO ICES EXECUTIVE SYSTEM * * * * RELEASE 4.2 -06 JUN 1984 * * * * TIME-15:30:51 DATE-DEC 22, 1987 * * * * HODEL 81 VS2 REL 3.8 * * * * * * * **************************************************** ..... )>01 ~8 o· :c~ 3::" r'' cn :ZQ -iN ~ (1\~ • ()) OJ ~ ~ STRUDL 'APA' 'BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE' *********************************************** * * * ST-346 STRUDL-SW * * THE STRUCTURAL DESIGN LANGUAGE * * * * STONE & WEBSTER ENGINEERING CORP. * * BOSTON, MASSACHUSETTS * * VERSION 03 LEVEL 03 * * 15:31:23 12/22/87 * * * * SYSTEM LINK-EDIT DATE/TIME * * 85.177 15.13.01 * * * * SIZE OF POOL 51168 BYTES * * * *********************************************** ·- ..... >8; -~. 8 --· J>. ncn ~0) • ~(I) ,., 0 :zN ......... L -l=a CJ'i. 0\ aJ C") CJl THE •-~LOWING LOAD MODULES ARE CURRENTLY IN PRODUCTION: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT OUT COM 80.204 15.51.57 OUTDUP 80.204 15.51.57 OUTPT 80.204 15.51.57 STAISC 81.034 16.14.12 STAJFl 83.314 22.12.24 STAJF2 83.314 22.12.24 STALL 79.269 12.20.26 STAND 33.314 22.39.02 STANK1 81.351 17.14.42 STBPLN 79.262 11. 49.44 STCBIC 0.365 15.58.56 STCCK 79.262 l1.52.01 STCHCK 82.041 10.09.24 STCMLD 83.314 22.17. 58 STCMVC 81.107 09.56.50 STCMZC 81.107 11.08.13 STCOMB 81.107 15.12.28 STCOMP 80.365 16.19.32 STCONS 83.314 23.21.27 STCREA 83.314 22.20.54 STC2LD 83.314 22.17.58 STDBSB 82.061 14.25.03 STDCLS 81.351 17.19.14 STDCMP 81.351 17 .11. 53 STDEIG 83.314 22.29.34 STDEX 81.351 17.28.50 STDFTS 81.351 17.13.46 STDJTJ 81.351 17 .18. 04 STDJTR 83.314 22.27.48 STDKCO 81.352 17.23.13 STDLEV 81.352 17.16.42 STDLIS 81.352 17. 23.44 STDLS 81.352 17.31.21 STDMFD 83.314 23.08.48 STDMOR 83.314 22.57.30 STDORT 83.314 22.59.51 STDPRT 81.352 17.24.37 STDRAV 81.352 17.28.54 STORES 81.352 17.32.44 STDRP1 81.352 17.25.18 STDRP2 81.352 17.25.18 STDRP3 81.352 17.25.18 STDSP 81.352 17.17. 56 STDSV1 80.204 08.47.32 STDTIH 81.352 17.25.45 STDUIP 81.352 17.31.21 STDUMP 80.200 15.23.54 STDXEG 83.314 23.01.05 STDXHH 81.352 17.27.14 STDXMM 81.355 08. 51.50 STDXSM 81.352 17.21.36 STD1BS 79.282 15.47.26 STD2BS 83.314 23.04.06 STD3BS 83.314 22.55.50 ........, STECI2 81.344 17 .13. 28 STECI4 79.262 12.16.13 STEDTA 80.203 15.02.27 01 STERH1 79.262 12.17.40 STERH2 79.262 12.18.47 STERH3 79.262 12.19.30 ~ STERH5 80.365 16.23.1l STERH6 81.352 17 .18. 57 STEROH 79.262 12.20.13 .. 00 STEROR 83.314 22.54.12 STERR7 81.352 17.26.1l STERR8 81.352 17.32.53 .. 0 STERR9 81.352 17.20.37 STGEN 81.344 17.18.04 STGRUP 83.314 22.43.34 .. 0 STINLT 81.352 17.28.06 STINMD 85.177 l1.06.20 STINTR 83.314 23.1l. 57 ,. . STJPVP 83.314 22.46.02 STJTSZ 79.269 12.23.52 STLDNG 81.350 17.48.07 C: m STLDTA 83.314 22.49.28 STLGRE 82.141 07.57.14 STLGRP 82.060 15.05.08 :coo STLIST 83.314 23.17.16 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 -· • :!:. Ul STMBEC 79.269 12.23.52 STMBIN 83.314 22.41.03 STMBLD 81.350 17.48.07 ,, \ () STMBPR 79.269 12.23.52 STMDDP 83.314 23.14.46 STMDLS 83.314 23.17.16 ~· STMDWT 83.314 22.47.46 STMESS 80.203 l1.10.45 STMREL 83.314 22.41.03 ... ,.....) STNF17 81.107 11. 39.46 STNUTP 83.314 23.21.27 STOERR 79.262 16.18.19 ....... STOPCN 80.365 16.36.43 STOR 83.314 22.39.02 STORCO 83.314 22.41.03 . ..(:::.. STORID 83.314 22.39.02 STORLD 81.350 17.48.07 STOSEC 79.262 16.25.27 U1 • STOTPS 81.352 17.35.35 STPDTA 81.344 17.14.31 STPL19 79.262 16.32.51 (j) STPL38 79.262 16.34.31 STPOW 83.314 23.21.27 STPPAR 79.298 08.54.23 OJ STPPRI 79.262 16.36.54 STPUN 81.355 08.58.54 STPUNS 81.352 17.27.42 STRELT 83.314 22.41.03 STRLDP 83.314 22.31.31 STRTER 79.263 08.55.52 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSLVP 83.322 10.36.16 STSTAT 80.203 u.u. 44 STSTCM 82.041 17.19.48 STSTDP 83.314 23.26.06 STSUB 83.314 21.49.26 STSWDW 82.025 13.47.14 STSWP2 81.352 17.26.36 STSW11 81.352 17.19.47 STSW14 80.203 14.59.02 STSW15 80.200 15.34.25 STSW16 85.171 15.38.59 STTCCH 80.365 16.39.14 STTDTA 80.365 16.42.23 STTECC 81.035 08.52.33 SHEDD 81.015 08.47.07 STTEQU 80.366 08.17. 49 STTESM 82.039 17.06.20 STTGDV 83.314 21. 43.24 STTGPV 80.366 08.26.41 STTOW1 83.314 21.39.35 STTOW2 83.314 21.32.52 STTPLC 83.314 21.18.56 STTSDC 80.366 08.36.08 STTSDP 80.366 08.37.17 STTSMC 80.366 08.38.23 STTSPA 80.366 08.40.12 STTSPI 80.366 08.40.12 STU LEN 83.314 21.11.40 STUN IT 83.314 23.21.27 STUN IV 83.314 21. 08.20 STVEAS 83.314 22.15.04 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 STlUIP 81.352 17.31.21 ST2UIP 81.352 17.31.21 ST346 80.200 15.39.56 C') 0) THE FOLLOWING COBS ARE CURRENTLY IN PRODUCTION: COB CON' ECC' ERR105' GOES HHHR2' JNTLODIS LIST HBLD HEM' NSPEC' PROAl' PRSUB' RECC SEC' TYP' XYWDAT' COM' SCAN WCOH CNSTR' PAR' TAK' DEL' DASTl' DINP DYLOD' DYSTIT' INER NORM SDDOF' WLIST' CRE' STRUDL2' DATE/TIME OF COMPILATION 85.171 09.24.41 85.171 09.24.52 85.171 09.24.53 85.171 09.24.55 85.171 09.24.56 85.171 15.30.40 85.171 09.25.01 85.171 09.25.05 85.171 09.25.06 85.171 09.25.09 85.171 09.25.12 85.171 09.25.14 85.171 09.25.18 85.171 09.25.25 85.171 09.25.38 85.171 09.25.43 85.171 09.24.41 85.171 09.25.22 85.171 09.25.40 85.171 09.24.40 85.171 09.25.11 85.171 09.25.36 85.171 09.24.45 85.171 09.24.43 85.171 09.24.46 85.171 09.24.49 85.171 09.24.51 85.171 09.24.58 85.171 09.25.08 85.171 09.25.24 85.171 09.25.42 85.171 09.24.41 85.171 09.26.17 DATA SET ICES.DATA.STRUDL32 LAST MODIFIED ON 09/26/85 12:04:58 COB DEAD END' FIN' HHCON' HHT999' JOI I LOA' HBLIST' HRERED' OUT' PRI I PRVAR' REL' STIFFN I UNI' ZBAND' DUMP TEH' CNDES1' DEF' SEL' TPAR CSH' DDAHP' DYANA' DYN' DYSUB' ITER PUN' STO' RAY' GRO' STRUDL50 DATE/TIME OF COMPILATION 85.171 09.24.43 85.171 09.24.52 85l171 09.24.54 85.171 09.24.56 85.171 09.24.56 85.171 09.24.59 85.171 09.25.02 85.171 09.25.05 85.171 09.25.07 85.171 09.25.10 85.171 09.25.13 85.171 09.25.15 85.171 09.25.18 85.171 09.25.32 85.171 09.25.39 85.171 09.26.10 85.171 09.24.47 85.171 09.25.37 85.171 09.24.39 85.171 09.24.44 85.171 09.25.26 85.171 09.25.38 85.171 09.24.42 85.171 09.24.43 85.171 09.24.48 85.171 09.24.50 85.171 09.24.51 85.171 09.24.58 85.171 09.25.16 85.171 09.25.35 85.171 09.25.16 85.171 09.24.55 85.171 09.26.18 COB DSPEC' EROERI I GEliD' HHHR1 I INC' JTLIST' LODIS' HDF' NOD' PLO' PROP RDLIST' REREAD' STIFLE' W9' CHE' PLANAR' THLD CNDES2' OPER SREAD' UNL' DAMP DEN' DYDRAW' DYREP' EST' HATR REPE STRUCT' ORA' STRUDL I DATE/TIME OF COMPILATION 85.171 09.24.47 85.171 09.24.53 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.00 85.171 09.25.03 85.171 09.25.06 85.171 09.25.08 85.171 09.44.19 85.171 09.25.14 85.171 09.25.17 85.171 09.25.21 85.171 09.25.33 85.171 09.25.42 85.171 09.24.39 85.171 09.25.11 85.171 09.25.37 85.171 09.24.40 85.171 09.25.09 85.171 09.25.31 85.171 09.25.39 85.171 09.24.42 85.171 09.24.45 85.171 09.24.48 85.171 09.24.50 85.171 09.24.53 85.171 09.25.04 85.171 09.25.20 85.171 09.25.35 85.171 09.24.47 85.171 09.26.11 ... ~UI ,•; 00 ;.8 e· :Jl~ ~· JT' (I) 2~ -1\) ... ~~ • "' m C') -1 06/04/87 06/04/87 03/25/86 03/25/86 06/29/85 06/29/85 10/28/82 10/28/82 ST-346 STRUDL-SW *** NEWS *** ************************************************************************************************************** * ERROR -NEGATIVE BETA ANGLES ************************************************************************************************************** IF A MEMBER HAS A NEGATIVE BETA ANGLE AND IS LOADED BY A LATERAL MEMBER LOAD, THEN ALL SECTION RESULTS FOR THAT MEMBER WILL BE INCORRECT EXCEPT AT THE MEMBER END. WORKAROUND: INPUT THE POSITIVE EQUIVALENT OF THE NEGATIVE BETA ANGLE. ********************************************************************************************************************** * ERROR -MEMBER LOADS ON Yl PLANE FRAME MEMBERS * ********************************************************************************************************************** IF 1 FOR A Yl PLANE FRAME MEMBER, A MEMBER LOAD IS SPECIFIED, THE GLOBAL Y-PROJECTION OF THE MEMBER IS NEGATIVEf AND THt GLOBAL l-PROJECTION OF THE MEMBER IS NON-lEROL ANALYSIS RESULTS WILL BE ERRONEOUS. THIS ERROR HAS EXISTED N STRUDL-SW SINCE VERSION 00 LEVEL 00. IT WILL BE CuRRECTED IN THE NEXT RELEASE OF THE PROGRAM. WORKAROUND: REVERSE THE JOINT ORDER FOR THE MEMBER IN THE MEMBER INCIDENCES COMMAND. ********************************************************************************************************************** * VERSION 03 LEVEL 03 -JUNE 29,1985 * ********************************************************************************************************************** THIS RELEASE OF ST-346 CONTAINS NO CHANGES FROM VERSION 03 LEVEL 02 OTHER THAN A NEW OPERATING SYSTEM (MVS/XA) AND A NEW ICES EXECUTIVE SYSTEM (MCAUTO'S RELEASE 4.2). ********************************************************************************************************************** * WARNING -LARGE ANALYSES * ********************************************************************************************************************** STATIC ANALYSES WITH MORE THAN 5000 DEGREES OF FREEDOM, AND DYNAMIC ANALYSES WITH MORE THAN 1000 DEGREES OF FREEDOM SHOULD BE DISCUSSED WITH THE COMPUTER DEPARTMENT PERSONNEL BEFORE THEY ARE SUBMITTED FOR EXECUTION. TO SUPPRESS THESE MESSAGES, ADD MESSAGE 'OFF' AFTER YOUR TITLE ON THE STRUDL CARD. -;tU'I . 00 0 ;:r~ ~&1 :3 ,j, r· n 2 • 1\.) -(.]"\~ • en OJ <:":> 0.) UNITS KIPS FEET $******************************************************************** JOINT COORDINATES 1 0.00 0.00 SUPPORT 2 7.24 o.oo 3 14.89 o.oo 4 18.24 0.00 SUPPORT 5 22.60 0.00 6 29.89 0.00 SUPPORT 7 31.57 0.00 SUPPORT 8 33.24 0.00 SUPPORT 9 34.74 0.00 SUPPORT 10 36.24 0.00 SUPPORT 11 37.74 0.00 SUPPORT 12 39.24 0.00 SUPPORT 13 40.74 o.oo SUPPORT 14 42.24 0.00 SUPPORT 15 43.74 0.00 SUPPORT 16 45.24 0.00 SUPPORT 17 46.74 0.00 SUPPORT 18 48.24 0.00 SUPPORT 19 49.44 0.00 SUPPORT 20 50.64 0.00 SUPPORT $ JOINT 4 RELEASE MOMENT Z JOINT 6 RELEASE FORCE X MOMENT Z KFV 3025. JOINT 7 RELEASE FORCE X MOMENT Z KFV 6050. JOINT 8 RELEASE FORCE X MOMENT Z KFV 5765. JOINT 9 RELEASE FORCE X MOMENT Z KFV 5560. ..... ):l-UI -:~ -o l>. ncn :CO) ~in rn n :Z• --1\) .... u• • • <:") c.:> en trJ JOINT 10 •--~EASE FORCE X MOMENT Z KFV 5725. JOINT 11 RELEASE FORCE X MOMENT Z KFV 5885. JOINT 12 RELEASE FORCE X MOMENT Z KFV 6050. JOINT 13 RELEASE FORCE X MOMENT Z KFV 6210. JOINT 14 RELEASE FORCE X MOMENT Z KFV 6370. JOINT 15 RELEASE FORCE X MOMENT Z KFV 6535. JOINT 16 RELEASE FORCE X MOMENT Z KFV 6695. JOINT 17 RELEASE FORCE X MOMENT Z KFV 6860. JOINT 18 RELEASE FORCE X MOMENT Z KFV 6295. JOINT 19 RELEASE FORCE X MOMENT Z KFV 5615. $******************************************************************** .... TYPE PLANE FRAME ~-t.1' -CD MEMBER INCIDENCES : 8 101 1 2 )' . ~;en 102 2 3 :COl -• I 103 3 4 :S<J) p; 0 104 4 5 :z· -N 105 5 6 ~ CJ~ 106 6 7 0\ 107 7 8 m 108 8 9 109 9 10 110 10 11 111 11 12 112 12 13 113 13 14 114 14 15 115 15 16 116 16 17 117 17 18 -'l 0 118 18 19 119 19 20 MEMBER 102 RELEASE START HOM Z $******************************************************************** UNITS INCHES CONSTANTS E 29000. ALL BETA 0. ALL $******************************************************************** MEMBER PROPERTIES PRISMATIC 101 TO 107 AX 119.0 IZ 54700. 108 AX 145.3 IZ 69000. 109 AX 149.5 IZ 75200. 110 AX 153.7 IZ 81800. 111 AX 158.0 IZ 88800. 112 AX 162.2 IZ 96100. 113 AX 166.5 IZ 103900. 114 AX 170.7 1Z 112000. 115 AX 174.9 IZ 120600. 116 AX 179.2 IZ 129600. 117 AX 183.4 IZ 139000. 118 119 AX 216.8 IZ 168600. $******************************************************************** LOADING 1 'DEAD LOAD• MEMBER LOADS 101 102 105 106 107 FORCE V GLOBAL UNIFORM FRAC W -0.136 LA 0. LB 1. 103 104 108 109 110 FORCE V GLOBAL UNIFORM FRAC W -1.582 LA 0. LB 1. FORCE V GLOBAL UNIFORM FRAC W -0.146 LA 0. LB 1. FORCE V GLOBAL UNIFORM FRAC W -0.154 LA 0. LB 1. FORCE V GLOBAL UNIFORM FRAC W -0.162 LA 0. LB 1. ~ )· tn •. 00 .o )~? nm ::t:CO 3: ."tl rr1 o z• .. , 1\.) ....... tnf" 0\ m -1 ...,_ 111 FORCE Y GLOBAL UNIFORM FRAC W -0.169 LA 0. LB ~- 112 FORCE Y GLOBAL UNIFORM FRAC W -0.178 LA 0. LB 1. 113 FORCE Y GLOBAL UNIFORM FRAC W -0.186 LA 0. LB 1. 114 FORCE Y GLOBAL UNIFORM FRAC W -0.194 LA 0. LB 1. 115 FORCE Y GLOBAL UNIFORM FRAC W -0.203 LA 0. LB 1. 116 FORCE Y GLOBAL UNIFORM FRAC W -0.212 LA 0. LB 1. 117 FORCE Y GLOBAL UNIFORM FRAC W -0.221 LA 0. LB 1. 118 119 FORCE Y GLOBAL UNIFORM FRAC W -0.234 LA 0. LB 1. $ LOADING COMBINATION 101 'SEISMIC LOAD' - COMBINE 1 1.88 I-' $******************************************************************** )· Ui ()J PRINT DATA 0 )· ~ ("''J 01 :I CX:• ~, I ::S (f"'l r•. c) /'I '-1'\.: ~ c.n .fc I (fl (!J _, tv **************************************** * PROBLEM DATA FROM INTERNAL STORAGE * **************************************** JOB ID -APA JOB TITLE -BRADLEY LAKE--ANALYSIS Of PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS -LENGTH WEIGHT ANGLE TEMPERATURE TIME INCH KIP RAD DEGF SEC ********** STRUCTURAL DATA ********** ACTIVE STRUCTURE TYPE -PLANE FRAME ACTIVE COORDINATE AXES X Y JOINT COORDINATES-----------------------------------------1 JOINT X Y Z CONDITION 1 o.o o.o o.o SUPPORT 2 86.880 0.0 o.o FREE 3 178.680 o.o o.o FREE 4 218.880 0.0 o.o SUPPORT 5 271.200 0.0 o.o FREE 6 358.680 0.0 o.o SUPPORT 7 378.840 o.o o.o SUPPORT 8 398.880 0.0 o.o SUPPORT 9 416.880 o.o o.o SUPPORT 10 434.880 o.o o.o SUPPORT 11 452.880 o.o o.o SUPPORT 12 470.880 0.0 o.o SUPPORT 13 488.880 0.0 o.o SUPPORT 14 506.880 0.0 o.o SUPPORT 15 524.880 0.0 o.o SUPPORT 16 542.880 o.o o.o SUPPORT 17 560.880 o.o o.o SUPPORT 18 578.880 o.o o.o SUPPORT 19 593.280 o.o o.o SUPPORT 20 607.680 o.o o.o SUPPORT STATUS---/ ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTlVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL ACTIVE GLOBAL JOINT RELEASES-------------------------------------/ELASTIC SUPPORT RELEASES-------------------------------------------------1 JOINT FORCE MOMENT THETA 1 THETA 2 THETA 3 KFX KFY KFZ KMX KMY KHZ 4 z 0.0 0.0 o.o o.o o.o 0.0 o.o o.o 0.0 6 X Z 0.0 0.0 0.0 0.0 252.083 0.0 0.0 0.0 0.0 7 X Z 0.0 0.0 0.0 0.0 504.167 0.0 0.0 0.0 0.0 8 X Z 0.0 0.0 0.0 0.0 480.417 0.0 0.0 0.0 0.0 9 X l 0.0 0.0 0.0 0.0 463.333 0.0 0.0 0.0 0.0 10 X l 0.0 0.0 0.0 0.0 477.083 0.0 0.0 0.0 0.0 11 X Z 0.0 0.0 0.0 0.0 490.417 0.0 0.0 0.0 0.0 12 X Z 0.0 0.0 0.0 0.0 504.167 0.0 0.0 0.0 0.0 13 X Z 0.0 0.0 0.0 0.0 517.500 0.0 0.0 0.0 0.0 14 X Z 0.0 0.0 0.0 0.0 530.833 0.0 0.0 0.0 0.0 15 X Z 0.0 0.0 0.0 0.0 544.583 0.0 0.0 0.0 0.0 -..._. U1 : (X) • 0 ) 0 ~& --..• ~(I) rwo :Z• • N ..... (J'I. • 0\ m ~ 16 17 18 19 )>. X X X l l l l 0.0 o.o 0.0 0.0 o.o 0.0 0.0 0.0 MEMBER INCIDENCES----------/ LENGTH------/ MEMBER START END LOCAL COORD. 101 1 2 86.880 102 2 3 91.800 103 3 4 40.200 104 4 5 52.320 105 5 6 87.480 106 6 7 20.160 107 7 8 20.040 lOB B 9 18.000 109 9 10 18.000 110 10 11 18.000 111 11 12 18.000 112 12 13 18.000 113 13 14 18.000 114 14 15 18.000 115 15 16 18.000 116 16 17 18.000 117 17 18 18.000 118 18 19 14.400 119 19 20 14.400 0.0 0.0 0.0 o.o 0.0 0.0 o.o 0.0 .• 917 571.667 524.583 467.917 0.0 o.o o.o o.o RELEASES-----------~---------/ STATUS--/ START END FORCE MOMENT FORCE MOMENT ACTIVE l ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE 0.0 o.o o.o 0.0 FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME o.o o.o o.o 0.0 MEM8ER PROPERTIES---------------------------------------------------------------------------------------------------1 MEM8ER/SEG TYPE SEG.L COMP AX/YO AY/ZD AZ/YC IX/ZC IY/EY IZ/EZ SY SZ 101 PRISMATIC 119.000 0.0 0.0 0.0 0.0 54700.000 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 119.000 0.0 o.o 0.0 0.0 54700.000 o.o o.o o.o 0.0 0.0 0.0 119.000 o.o o.o o.o 0.0 54700.000 o.o o.o o.o 0.0 0.0 o.o 119.000 o.o 0.0 0.0 0.0 54700.000 o.o 0.0 0.0 0.0 o.o 0.0 119.000 o.o 0.0 0.0 0.0 54700.000 o.o 0.0 o.o 0.0 0.0 0.0 119.000 0.0 0.0 o.o 0.0 54700.000 0.0 o.o 0.0 0.0 0.0 0.0 119.000 o.o 0.0 0.0 0.0 54700.000 o.o 0.0 0.0 0.0 0.0 0.0 145.300 o.o 0.0 0.0 o.o 69000.000 o.o 0.0 0.0 0.0 0.0 0.0 149.500 0.0 0.0 0.0 o.o 75200.000 o.o 0.0 0.0 o.o 0.0 0.0 153.700 0.0 0.0 0.0 0.0 81800.000 o.o 0.0 0.0 o.o 0.0 o.o 158.000 o.o 0.0 0.0 0.0 88800.000 102 PRISMATIC 103 PRISMATIC 104 PRISMATIC 105 PRISMATIC 106 PRISMATIC 107 PRISMATIC 108 PRISMATIC 109 PRISMATIC 110 PRISMATIC 111 PRISMATIC o.o 0.0 o.o 0.0 o.o o.o o.o 0.0 o.o o.o o.o 0.0 o.o 0.0 o.o 0.0 o.o 0.0 o.o o.o 0.0 0.0 0.0 0.0 ..... ... U1 =-00 .. 0 .. 0 ,) . c :I~ -· I :.! . ~lJ t· (') &-• -1\l .... (j·~ • m OJ ... ., ~ o.o 0.0 0.0 o.o 0.0 o.o 112 PRISMATIC 162.200 o.o o.o 0.0 0.0 96100.000 o.o 0.0 o.o o.o o.o 0.0 0.0 0.0 113 PRISMATIC 166.500 0.0 0.0 o.o 0.0 103900.000 o.o o.o o.o o.o 0.0 o.o 0.0 0.0 114 PRISMATIC 170.700 o.o 0.0 o.o 0.0 112000.000 o.o 0.0 0.0 o.o 0.0 o.o 0.0 o.o 115 PRISMATIC 174.900 0.0 o.o 0.0 0.0 120600.000 o.o 0.0 o.o o.o 0.0 0.0 0.0 0.0 116 PRISMATIC 179.200 0.0 0.0 0.0 0.0 129600.000 0.0 0.0 o.o 0.0 0.0 0.0 o.o 0.0 117 PRISMATIC 183.400 o.o 0.0 o.o o.o 139000.000 o.o o.o o.o o.o 0.0 0.0 0.0 0.0 118 PRISMATIC 216.800 0.0 0.0 0.0 0.0 168600.000 o.o 0.0 o.o o.o 0.0 0.0 0.0 o.o 119 PRISMATIC 216.800 o.o 0.0 o.o 0.0 168600.000 o.o o.o o.o o.o o.o 0.0 0.0 0.0 MEMBER CONSTANTS---------------------------------------------------------------------------------------------------1 CONSTANT STANDARD VALUE DOMAIN VALUE MEMBER LIST E G DENSITY CTE BETA POISSON 0.290000E+05 0.0 0.100000E-02 0.100000E+01 0.628319E+Ol o.o ALL ALL ALL ALL ALL ALL ********** DESIGN DATA ********** USER DATA SET PARAMETER DICTIONARV-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME STRUDL DATA SET PARAMETER DICTIONARV-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME CODE CB CMV CMZ STANDARD COMPUTE COMPUTE COMPUTE AISC QQSTCBIC QQSTCMVC QQSTCMZC -"t (n !' (XI -0 )·· 0 !i8; :1"· • ....,. r•) ,,. n :Z• -1\) .... c.n• • 0\ ~ ... c.n OJ CONT'i'PE FBLTUP FULT FYLD KY KZ LV LZ LYFACT LZFACT MAXFX MAXFY MAXFZ MAXMX MAXMY MAXMZ MAXKLR MXTRIALS PF PRIOTA SDSWAYY SDSWAYZ SECNDARY TBLNAH TRACE UNLCF VALUES STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD COMPUTE COMPUTE STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD STANDARD COMPUTE STANDARD USER DATA SET 2.00 1.00 58.00 36.00 1.00 1.00 QQSTULEN QQSTULEN 1.00 1.00 1.00 1.00 1.00 10.00 10.00 10.00 300.00 100.00 1.00 1.00 2.00 2.00 1.00 AISC70 1.00 QQSTULEN 1.00 CONSTRAINT DICTIONARY------------/ NAME RETRIEVAL STRUOL DATA SET CONSTRAINT DICTIONARY------------/ NAME RETRIEVAL AX AY AZ IX IV IZ SY sz YO 20 FLTK WBTK YO/AFL RY RZ YC zc WEIGHT TYPE 0 B TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR -2 -2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ._. ... ''11 ,. 00 . 0 .... 0 , . em :t:CQ -,. . :E:. .• , tn (") ::Z• • • f\.) ,.....,. 01,::.. • m OJ _., 0) ********** LOADING DATA ********** LOADING -1 DEAD LOAD STATUS -ACTIVE MEMBER AND ELEMENT LOADS----------------------------------------------------------------------------------------------1 MEMBER/ELEMENT 101 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 102 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 103 UNIFORM LOAD GL FORCE Y FR W -1.582 LA 0.0 LB 1.000 104 UNIFORM LOAD GL FORCE Y FR W -1.582 LA 0.0 LB 1.000 105 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 106 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 107 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 108 UNIFORM LOAD GL FORCE Y FR W -0.146 LA 0.0 LB 1.000 109 UNIFORM LOAD GL FORCE Y FR W -0.154 LA 0.0 LB 1.000 110 UNIFORM LOAD GL FORCE Y FR W -0.162 LA 0.0 LB 1.000 111 UNIFORM LOAD GL FORCE Y FR W -0.169 LA 0.0 LB 1.000 112 UNIFORM LOAD GL FORCE Y FR W -0.178 LA 0.0 LB 1.000 113 UNIFORM LOAD GL FORCE Y FR W -0.186 LA 0.0 LB 1.000 114 UNIFORM LOAD GL FORCE Y FR W -0.194 LA 0.0 LB 1.000 115 UNIFORM LOAD GL FORCE Y FR W -0.203 LA 0.0 LB 1.000 116 UNIFORM LOAD GL FORCE Y FR W -0.212 LA 0.0 LB 1.000 117 UNIFORM LOAD GL FORCE Y FR W -0.221 LA 0.0 LB 1.000 118 UNIFORM LOAD GL FORCE Y FR W -0.234 LA 0.0 LB 1.000 119 UNIFORM LOAD GL FORCE Y FR W -0.234 LA 0.0 LB 1.000 LOADING -101 SEISMIC LOAD COMBINATION GIVEN -1 METHOD -ALGEBRAIC SUM **************************************** * END OF DATA FROM INTERNAL STORAGE * **************************************** 1.880 STATUS -ACTIVE -)· en .. ex. .. 0 :t.O £m :it/ ..... /) ... 0 2• •· N ... U'l~ I ~ OJ _, -.j STIFFNESS ANALYSIS TIME FOR CONSISTENCY CHECKS FOR 19 MEMBERS TIME TO GENERATE 19 LOCAL ST & MA MATRICES TIME TO PROCESS MEMBER RELEASES TIME TO PROCESS 19 MEMBER LOADS TIME TO ASSEMBLE THE STIFFNESS MATRIX TIME TO PROCESS 20 JOINTS TIME TO SOLVE WITH 5 PARTITIONS TIME TO PROCESS 20 JOINT DISPLACEMENTS TIME TO PROCESS 19 ELEMENT DISTORTIONS TIME FOR STATICS CHECK TIME TO GENERATE COMBINED RESULTS OUT DEC 6 LIST DISPLACEMENTS All 0.02 SECONDS 0.03 SECONDS 0.0 SECONDS 0.07 SECONDS 0.04 SECONDS 0.06 SECONDS 0.04 SECONDS 0.01 SECONDS 0.06 SECONDS 0.01 SECONDS 0.03 SECONDS ~ •. c.n ~ 00 0 0 ) .. em ::r:oo ~(If) r .. n -~ I &-.N .. ....... (Jl~ ()) OJ ~ -. 0) **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS INCH KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING -1 DEAD LOAD RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. V DISP. l DISP. X ROT. V ROT. l ROT. 1 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL o.o o.o o.o o.o 0.0 -0.000024 o.o -0.004285 -0.000005 0. 0 -0.004294 0. 000004 o.o -0.004130 0.000012 o.o -0.003863 0.000017 o.o -0.003513 0.000021 o.o -0.003100 0.000024 0. 0 -0.002643 0. 000026 o.o -0.002163 0.000027 o.o -0.001680 0.000027 o.o -0.001216 0.000025 0. 0 -0.000794 0. 000022 o.o -0.000439 0.000017 o.o -0.000177 0.000011 o.o -0.000047 0.000006 o.o 0.0 0.0 RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. V DISP. l DISP. X ROT. V ROT. l ROT. 2 3 5 GLOBAL GLOBAL GLOBAL LOADING -101 o.o o.o o.o SEISMIC LOAD -0.000750 0.000253 -0.002116 -0.000012 0.000004 -0.000042 .._. :t· g; 0 0 X • <~>m :.Jt(X) • :!:t.n rr. (") 4t..;, ..... (.8~ en m -"~ c.o RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT 1 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. V DISP. Z DISP. X ROT. V ROT. Z ROT. 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 -0.008057 -0.008072 -0.007764 -0.007262 -0.006605 -0.005828 -0.004970 -0.004067 -0.003159 -0.002286 -0.001494 -0.000826 -0.000333 -0.000089 0.0 0.0 -0.000046 -0.000009 0.000008 0.000023 0.000033 0.000040 0.000046 0.000049 0.000051 0.000050 0.000047 0.000041 0.000033 0.000022 0.000012 0.0 RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT 2 3 5 GLOBAL GLOBAL GLOBAL /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. V DISP. Z DISP. X ROT. V ROT. Z ROT. 0.0 0.0 0.0 -0.001410 0.000476 -0.003978 -0.000022 0.000008 -0.000079 -)>0'1 0) --0 p'O ("). :r:O) -co ;;s:: r•1 n :z~ - . t'\) -(Jl .f,:a. I 0\ OJ Cd c 1- I.IJ N I.IJ u.. u ..... Ill c 1-.... 1-z :;:) :;:) 0 ....1 ....1 c:c Ill ..... u a: 0 u.. 1- Ill .... ....1 J 5800. 68-SC -214-68 ;i •• 1'\CH MEN,-5 Sl **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TVPE PLANE FRAME ACTIVE COORDINATE AXES X V LOADING -1 DEAD LOAD MEMBER FORCES MEMBER JOINT 1--------------------FORCE --------------------11--------------------MOMENT --------------------/ AXIAL SHEAR V SHEAR Z TORSIONAL BENDING Y BENDING Z 101 1 101 2 102 2 102 3 103 3 103 4 104 4 104 5 105 5 105 6 106 6 106 7 107 7 107 8 108 8 108 9 109 9 109 10 110 10 110 11 111 11 111 12 112 12 112 13 113 13 113 14 114 14 114 15 o.o 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 12.83 -1.01 1.01 11.47 -11.47 75.07 92.12 -9.35 9.35 2.55 -1.47 4.21 -2.05 4.77 -2.79 5.42 -3.63 6.40 -4.72 7.64 -6.12 9.16 -7.83 11.03 -9.91 13.26 -12.37 15.86 50.10 o.oo -0.00 -40.01 40.01 -184.97 184.97 36.22 -36.22 60.99 -60.99 56.22 -56.22 50.52 -50.52 44.37 -44.37 36.85 -36.85 27.57 -27.57 16.11 -16.11 1.97 -1.97 -15.41 15.41 -36.58 ,.... l· 01 .;.. 00 ·-g J' • c: m :rca -. =: .... ., r. . n -· ""' () 0") N • N -~ • m OJ 115 15 0.0 -15.20 36.58 115 16 0.0 18.85 -62.12 116 16 0.0 -18.41 62.12 116 17 o.o 22.23 -92.60 117 17 0.0 -21.97 92.60 117 18 0.0 25.95 -128.54 118 18 0.0 -25.86 128.54 118 19 o.o 29.23 -161.59 119 19 0.0 -29.21 161.59 119 20 0.0 32.58 -198.67 LOADING -101 SEISMIC LOAD MEMBER FORCES MEMBER JOINT 1--------------------FORCE --------------------//--------------------MOMENT --------------------/ AXIAL SHEAR V SHEAR Z TORSIONAL BENDING V BENDING Z ~ 101 1 0.0 24.12 94.19 )· Ul .. 00 101 2 0.0 -1.90 0.00 0 102 2 0.0 1.90 -0.00 ., 102 3 o.o 21.57 -75.22 )-? 103 3 0.0 -21.57 75.22 ~~ 103 4 0.0 141.13 -347.74 104 4 0.0 173.18 347.74 ~-:n 104 5 o.o -17.57 68.10 105 5 0.0 17.57 -68.10 r·"' n 105 6 0.0 4.80 114.66 2• 106 6 0.0 -2.76 -114.66 -N 106 7 o.o 7.92 105.69 .... 107 7 0.0 -3.85 -105.69 "'~ 107 8 0.0 8.97 94.98 108 8 o.o -5.24 -94.98 o- 108 9 0.0 10.18 83.41 OJ 109 9 0.0 -6.82 -83.41 109 10 0.0 12.03 69.27 110 10 o.o -8.88 -69.27 110 11 0.0 14.36 51.84 111 11 0.0 -11.50 -51.84 111 12 0.0 17.22 30.30 112 12 o.o -14.72 -30.30 112 13 0.0 20.74 3.70 113 13 o.o -18.64 -3.70 113 14 o.o 24.93 -28.97 114 14 0.0 -23.25 28.97 114 15 o.o 29.82 -68.78 115 15 0.0 -28.57 68.78 115 16 o.o 35.44 -116.79 116 16 0.0 -34.61 116.79 116 17 0.0 41.78 -174.08 117 17 0.0 -41.31 174.08 117 18 0.0 48.79 -241.66 118 18 0.0 -48.62 241.66 118 19 0.0 54.95 -303.80 0") w . . ..... LnCO • QQ . . QQ ~~ ........ ........ 'f800.68-~f.'-214-6B n. •• nCH&vii.Na 5 -1 -1 'II; 11'1 z 0 ..... 1-u 'II; LU a: 1- 11'1 ..... -1 15800. 68-~ ~ -214-68 ,., •. r,(.H.~JO.:.N. 5 &5 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING - 1 DEAD LOAD RESULTANT JOINT LOADS -SUPPORTS JOINT /--------------------FORCE --------------------//-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 4 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL LOADING -101 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 o.o o.o o.o SEISMIC LOAD RESULTANT JOINT LOADS -SUPPORTS 12.83 167.18 1.08 2.16 1.98 1.79 1.68 1.52 1.33 1.12 0.89 0.66 0.44 0.25 0.09 0.02 32.58 50.10 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 o.oo o.oo 0.00 -198.67 JOINT /--------------------FORCE --------------------//-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 1 4 6 GLOBAL GLOBAL GLOBAL 0.0 0.0 o.o 24.12 314.31 2.03 94.19 -0.00 -0.00 ,_, / 5. ,~·) .J J ...,-·'),·· .J. I ;. ·1 ,_ -' . •. !.: f'·,) ~ ~· I CJ \_,,; • .J 0") a; 7 GLOBAL 0.0 4.07 8 GLOBAL 0.0 3.73 9 GLOBAL 0.0 3.36 10 GLOBAL o.o 3.15 11 GLOBAL 0.0 2.86 12 GLOBAL 0.0 2.51 13 GLOBAL 0.0 2.10 14 GLOBAL 0.0 1.68 15 GLOBAL 0.0 1. 25 16 GLOBAL 0.0 0.83 17 GLOBAL 0.0 0.47 18 GLOBAL 0.0 0.17 19 GLOBAL 0.0 0.04 20 GLOBAL 0.0 61.24 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 -0.00 0.00 0.00 -0.00 0.00 0.00 0.00 -373.49 ·-~ tJ1 ; co . 0 ... 0 ' . CC\ :J:(O -~ I :5.-:) Fi::"") :z ·~ •· N .... CJ'I~ en m c- -.: ! 5800. 68-~C-214-68 88 II) 0 . 0 VI Q u c a:: ...... z 0 -...... u U.J VI en .... .... 0 ...... .... 0 .... VI a:: U.J CD :E U.J :E U.J 0.. 0 ...J LIJ .... > z ...... LIJ VI .... U.J ...J u a:: (!:1 0 z ...... .... Q ...... c VI 9 -...J **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING FROM START 0.0 FR 0.0 -12.83 0.0 o.o o.o 1 0.0 -12.83 o.o 0.0 0.0 1 0.500 o.o -6.92 0.0 0.0 0.0 1 0.0 -6.92 0.0 o.o 0.0 1 1.000 0.0 -1.01 0.0 0.0 0.0 1 0.0 -1.01 o.o o.o o.o 1 MEMBER 102 -------------------1 Z BENDING -50.10 1 -50.10 1 -14.36 1 -14.36 1 o.oo 1 0.00 1 DISTANCE FROM START 1-------------------FORCE -------------------11-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR o.o -1.01 o.o o.o 0.0 -0.00 . ..a •. :.n co 0 .. 0 r· • c 0\ ::t<» -. ~ !) f. ~ . .., ...... -:-· N ... U . ,&::. . . 0., c.o 0\ OJ o.o 0.500 0.0 0.0 1. 000 o.o o.o MEMBER 103 DISTANCE 1-------------------FROM START AXIAL o.o FR 0.0 0.0 0.500 o.o o.o 1.000 o.o 0.0 MEMBER 104 DISTANCE 1-------------------FROM START AXIAL 0.0 FR o.o 0.0 0.500 0.0 0.0 1.000 0.0 0.0 MEMBER 105 1 -1.01 o.o o.o 0.0 1 5.23 0.0 0.0 0.0 1 5.23 0.0 0.0 o.o 1 11.47 o.o 0.0 0.0 1 11.47 0.0 0.0 o.o 1 FORCE -------------------11-------------------MOMENT Y SHEAR Z SHEAR TORSION Y BENDING 11.47 o.o 0.0 0.0 1 11.47 o.o o.o 0.0 1 43.27 o.o 0.0 o.o 1 43.27 o.o 0.0 0.0 1 75.07 0.0 o.o o.o 1 75.07 0.0 0.0 o.o 1 FORCE -------------------11-------------------MOMENT Y SHEAR Z SHEAR TORSION Y BENDING 1 1 1 1 1 1 -92.12 0.0 0.0 o.o -92.12 0.0 -50.73 0.0 -50.73 -9.35 -9.35 o.o o.o 0.0 0.0 o.o o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 1 -0.00 1 -8.07 1 -8.07 1 -40.01 1 -40.01 1 -------------------1 Z BENDING -40.01 1 -40.01 1 -85.86 1 -B5.86 1 -184.97 1 -184.97 1 -------------------1 l BENDING -184.97 1 -184.97 1 -29.26 1 -29.26 1 36.22 1 36.22 1 ..... ..., :Jl """co • '::::> ... '0 ': . om :I: CO I ;: (/') r•t o :zk, ......... (Jlra 0\ m (!'") Q DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START o.o FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 1-------------------FORCE -------------------11-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 1 o.o 1 0.0 1 o.o 1 0.0 1 0.0 1 106 1-------------------AXIAL o.o 1 o.o 1 0.0 1 0.0 1 o.o 1 0.0 1 107 -9.35 o.o 0.0 0.0 -9.35 0.0 o.o o.o -3.40 o.o 0.0 0.0 -3.40 0.0 o.o 0.0 2.55 o.o o.o o.o 2.55 o.o o.o o.o FORCE -------------------11-------------------MOMENT V SHEAR Z SHEAR TORSION V SENDING 1.47 o.o o.o o.o 1.47 0.0 o.o 0.0 2.84 o.o o.o 0.0 2.84 4.21 4.21 0.0 o.o 0.0 o.o o.o o.o o.o o.o o.o 1-------------------FORCE -------------------11-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 2.05 o.o o.o o.o 1 0.0 2.05 0.0 o.o 0.0 1 0.0 3.41 o.o 0.0 0.0 1 o.o 3.41 0.0 o.o 0.0 1 o.o 4.77 o.o 0.0 0.0 1 0.0 4.77 0.0 o.o 0.0 -------------------1 Z BENDING 36.22 1 36.22 1 59.45 1 59.45 1 60.99 1 60.99 1 -------------------1 Z BENDING 60.99 1 60.99 1 59.18 1 59.18 1 56.22 1 56.22 1 -------------------1 Z BENDING 56.22 1 56.22 1 53.94 1 53.94 1 50.52 1 50.52 ·-):-Ul .;.00 . 0 .,. 0 .. . r-cn :J:(X) -. $: U) rn n 2• -f\,.) ..... (.11~ 0\ OJ t'.t~ ..... MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 1 108 1-------------------AXIAL 0.0 1 o.o 1 0.0 1 0.0 1 o.o 1 0.0 1 109 1 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 2.79 0.0 2.79 0.0 4.10 o.o 4.10 0.0 5.42 0.0 5.42 0.0 o.o 0.0 o.o 0.0 0.0 o.o 0.0 0.0 o.o 0.0 0.0 0.0 50.52 1 50.52 1 47.94 1 47.94 1 44.37 1 44.37 1 /-------------------FORCE -------------------//-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING -------------------1 0.0 3.63 0.0 1 0.0 3.63 0.0 1 0.0 5.01 o.o 1 0.0 5.01 o.o 1 0.0 6.40 0.0 1 0.0 6.40 0.0 1 0.0 o.o 0.0 0.0 0.0 o.o 0.0 o.o o.o o.o 0.0 o.o Z BENDING 44.37 1 44.37 1 41.13 1 41.13 1 36.85 1 36.85 1 MEMBER 110 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 4.72 0.0 0.0 0.0 36.85 1 1 0.0 4.72 0.0 0.0 0.0 36.85 1 1 0.500 0.0 6.18 o.o o.o 0.0 32.76 ...... ) U1 ... OJ .. 0 )'? r:~ 0\ :I: OJ -· . ~:,(I) r•1 n 2• -1\) .... "'~ 0\ C.(., N CD 1 1 0.0 6.18 0.0 0.0 o.o 32.76 1 1 1.000 0.0 7.64 o.o 0.0 0.0 27.57 1 1 0.0 7.64 0.0 0.0 0.0 27.57 1 1 MEMBER 111 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o FR o.o 6.12 o.o o.o o.o 27.57 1 1 o.o 6.12 o.o o.o o.o 27.57 1 1 0.500 0.0 7.64 0.0 o.o 0.0 22.41 1 1 0.0 7.64 0.0 o.o 0.0 22.41 1 1 1.000 0.0 9.16 0.0 o.o o.o 16.11 1 1 o.o 9.16 o.o 0.0 0.0 16.11 1 1 MEMBER 112 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT ·-------------------/ FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING o.o FR 0.0 7.83 o.o o.o o.o 16.11 1 1 0.0 7.83 o.o 0.0 o.o 16.11 1 1 0.500 o.o 9.43 0.0 o.o 0.0 9.64 1 1 o.o 9.43 0.0 o.o o.o 9.64 1 1 1.000 0.0 11.03 o.o o.o 0.0 1.97 1 1 o.o 11.03 o.o 0.0 0.0 1.97 1 1 MEMBER 113 DISTANCE FROM START /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION V BENDING Z BENDING ......... .,. 01 ~-00 0 :r ~ ('. Q) :ceo -· ... =:.(I) ro-• (") 2• ... 1\:) ..... tnf' m OJ (!.., w 0.0 FR 0.0 9.91 0.0 0.0 0.0 1 0.0 9.91 0.0 0.0 o.o 1 0.500 0.0 11.59 0.0 0.0 0.0 1 o.o 11.59 o.o 0.0 0.0 1 1.000 0.0 13.26 0.0 0.0 0.0 1 0.0 13.26 0.0 o.o o.o 1 MEMBER 114 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 FR 0.0 12.37 0.0 o.o 0.0 1 o.o 12.37 o.o o.o o.o 1 0.500 o.o 14.11 0.0 0.0 0.0 1 o.o 14.11 0.0 0.0 0.0 1 1.000 o.o 15.86 0.0 o.o o.o 1 0.0 15.86 0.0 0.0 0.0 1 MEMBER 115 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 FR 0.0 15.20 0.0 0.0 0.0 1 0.0 15.20 0.0 o.o 0.0 1 0.500 o.o 17.03 0.0 0.0 0.0 1 0.0 17.03 0.0 o.o 0.0 1 1.000 0.0 18.85 0.0 0.0 0.0 1 0.0 18.85 0.0 o.o 0.0 1 1.97 1 1.97 1 -6.09 1 -6.09 1 -15.41 1 -15.41 1 -------------------1 Z BENDING -15.41 1 -15.41 1 -25.34 1 -25.34 1 -36.58 1 -36.58 1 -------------------1 Z BENDING -36.58 1 -36.58 1 -48.67 1 -48.67 1 -62.12 1 -62.12 1 ..... ! )> u. ~ •. C'. •. : c ;::r::-G 0~ :r:: ) I ()'] ~, . ,_. ( 'l r-. -:z· <. ~ .. 1': ....... en .f-• (£'") ~ C1 ra MEMBER 116 DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 1-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING o.o 18.41 0.0 o.o 0.0 117 0.0 o.o 0.0 0.0 1-------------------AXIAL 0.0 0.0 o.o 0.0 o.o o.o ' 1 1 1 1 1 18.41 o.o 0.0 o.o 18. 20.32 20.32 22.23 22.23 o.o 0.0 0.0 0.0 o.o 0.0 o.o 0.0 0.0 o.o 0.0 0.0 FORCE -------------------//-------------------MOMENT V SHEAR Z SHEAR TORSION V BENDING 21.97 0.0 0.0 0.0 1 21.97 o.o 0.0 o.o 1 23.96 0.0 o.o 0.0 1 23.96 o.o o.o o.o 1 25.95 0.0 o.o 0.0 1 25.95 0.0 o.o o.o 1 MEMBER 118 DISTANCE FROM START 0.0 FR 0.500· 1.000 /-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 25.86 o.o o.o 0.0 o.o 0.0 o.o 0.0 ' 1 1 1 1 25.86 27.54 27.54 29.23 o.o 0.0 0.0 0.0 o.o 0.0 o.o 0.0 0.0 0.0 0.0 o.o -------------------1 Z BENDING -62.12 1 -62.12 1 -76.64 1 -76.64 1 -92.60 1 -92.60 1 -------------------1 Z BENDING -92.60 1 -92.60 1 -109.82 1 -109.82 1 -128.54 1 -128.54 1 -------------------1 Z BENDING -128.54 1 -128.54 1 -144.56 1 -144.56 1 -161.59 -"'· U1 't 00 .o .... 0 ca. :ceo -. ::!· ·l r· n ~· ::· 1'\) .... Cl'fo 0\ til (1, <:Jl 1 o.o 29.23 1 HEHBER 119 DISTANCE 1-------------------FORCE FROM START AXIAL Y SHEAR 0.0 FR 0.0 29.21 1 0.0 29.21 1 0.500 0.0 30.89 1 0.0 30.89 1 1.000 0.0 32.58 1 0.0 32.58 1 0.0 0.0 0.0 1 -161.59 1 -------------------11-------------------MOMENT -------------------/ Z SHEAR TORSION Y BENDING Z BENDING o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 o.o o.o o.o 0.0 o.o -161.59 1 -161.59 1 -179.62 1 -179.62 1 -198.67 1 -198.67 1 ._. j (11 ;.. co 0 ., 0 ca., :r.oo -I ::. .· :) r· ·~ ~; ~ •· I'J ~ (.1\ ..J:::.. I en OJ C.t~ t:tJ ..... Q ..... 1- II) -...1 C!:l z: -0 c 0 ...1 It) . Q . Q II) 0 u c a: LA. z: 0 -1-u U-1 II) 01 ..... ..... 0 1- ..... Q ..... II) a: U-1 CD ::E w ::E w ca.. 0 ...1 w > z: w w u a: 0 LA. 1- II) .... ...1 15800. 68-SC-214.68 n., , r.CHMENa ~5 r..., ~I **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 -24.12 0.0 0.0 0.0 -94.19 101 101 o.o -24.12 o.o 0.0 0.0 -94.19 101 101 0.500 0.0 -13.01 0.0 o.o 0.0 -26.99 101 101 0.0 -13.01 0.0 o.o 0.0 -26.99 101 101 1.000 o.o -1.90 o.o o.o 0.0 0.00 101 101 0. 0 -1.90 0. 0 0. 0 0. 0 0. 00 101 101 MEMBER 102 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 -1.90 0.0 o.o 0.0 -0.00 ~ ::t"" C'~"i ~. (X) -·; 0 ·o )>. ~&5 • :c-·:.') i'1n ~ -, (Jl c.r~ 00 • ~ .... ..p, • m OJ 101 101 o.o -1.90 0.0 0.0 0.0 -0.00 101 101 0.500 o.o 9.83 o.o 0.0 0.0 -15.16 101 101 o.o 9.83 o.o 0.0 0.0 -15.16 101 101 1.000 o.o 21.57 0.0 0.0 0.0 -75.22 101 101 0.0 21.57 o.o o.o 0.0 -75.22 101 101 MEMBER 103 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 21.57 0.0 0.0 0.0 -75.22 101 101 0.0 21.57 0.0 o.o 0.0 -75.22 101 101 0.5.00 o.o 81.35 0.0 0.0 0.0 -161.41 101 101 o.o 81.35 0.0 o.o o.o -161.41 101 101 1.000 o.o 141.13 0.0 0.0 0.0 -347.74 101 101 o.o 141.13 0.0 o.o 0.0 -347.74 101 101 MEMBER 104 DISTANCE FROM START !-------AxiAL ______ _ 0.0 FR 0.500 1.000 MEMBER 105 o.o o.o o.o o.o 0.0 o.o FORCE -------------------//-------------------MOMENT Y SHEAR Z SHEAR TORSION Y BENDING -173.18 0.0 0.0 o.o 101 -173.18 o.o o.o 0.0 101 -95.37 0.0 0.0 0.0 101 -95.37 0.0 0.0 0.0 101 -17.57 0.0 0.0 o.o 101 -17.57 o.o 0.0 0.0 101 -------------------1 Z BENDING -347.74 101 -347.74 101 -55.01 101 -55.01 101 68.10 101 68.10 101 ... )>UI -..00 __ : 0 ~0 o· :xm ~· rrl(l) :z~ _, 1\) .... CJ1~ ' (.:~ ~ 0\ OJ DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START o.o FR 0.500 1.000 MEMBER DISTANCE FROM START o.o FR 0.500 1.000 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 -17.57 0.0 0.0 0.0 68.10 101 101 0.0 -17.57 o.o o.o 0.0 68.10 101 101 0.0 -6.39 o.o 0.0 0.0 111.76 101 101 o.o -6.39 0.0 o.o 0.0 111.76 101 101 0.0 4.80 o.o o.o 0.0 114.66 101 101 0.0 4.80 0.0 o.o o.o 114.66 101 101 106 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 2.76 o.o o.o o.o 114.66 101 101 0.0 2.76 o.o o.o 0.0 114.66 101 101 0.0 5.34 o.o o.o o.o 111.26 101 101 0.0 5.34 0.0 o.o o.o 111.26 101 101 0.0 7.92 o.o o.o 0.0 105.69 101 101 o.o 7.92 o.o 0.0 o.o 105.69 101 101 107 /-------------------FORCE -------------------11-------------------MOMENT -------------------/ Z SHEAR TORSION Y BENDING Z BENDING AXIAL Y SHEAR 0.0 3.85 101 o.o 3.85 101 o.o 6.41 101 0.0 6.41 101 o.o 8.97 101 o.o 8.97 0.0 o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 o.o 0.0 o.o o.o 0.0 0.0 o.o 0.0 0.0 105.69 101 105.69 101 101.40 101 101.40 101 94.98 101 94.98 ...... :,r-01 ... ~ ... 0 ) . (')()l :tO:l • :'! f./) r·. n -· . '!-N ...... Vlf" ...... 0 <:::> Ol OJ 101 MEMBER 108 DISTANCE 1-------------------FORCE -------------------/1-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING FROM START o.o FR o.o 5.24 0.0 0.0 0.0 101 0.0 5.24 o.o 0.0 0.0 101 0.500 o.o 7.71 0.0 0.0 o.o 101 0.0 7.71 0.0 o.o o.o 101 1.000 o.o 10.18 0.0 0.0 0.0 101 0.0 10.18 0.0 0.0 0.0 101 MEMBER 109 MEMBER 110 DISTANCE FROM START 1-------------------FORCE -------------------11-------------------MOMENT 0.0 FR 0.500 AXIAL Y SHEAR Z SHEAR TORSION Y BENDING o.o 8.88 0.0 o.o o.o o.o 0.0 101 101 8.88 11.62 0.0 o.o 0.0 0.0 o.o 0.0 101 -------------------1 Z BENDING 94.98 101 94.98 101 90.12 101 90.12 101 83.41 101 83.41 101 -------------------1 Z BENDING 69.27 101 69.27 101 61.58 ..... >UI ..... m .... : 0 ·0 > .. £& ==· ··~~ -. 1'1) ~ Utf"' 0\ m ..... 0 ..... 101 101 o.o 11.62 0.0 0.0 o.o 61.58 101 101 1.000 0.0 14.36 o.o 0.0 o.o 51.84 101 101 0.0 14.36 0.0 0.0 0.0 51.84 101 101 MEMBER 111 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING o.o FR 0.0 11.50 o.o 0.0 o.o 51.84 101 101 o.o 11.50 o.o 0.0 o.o 51.84 101 101 0.500 o.o 14.36 o.o 0.0 o.o 42.14 101 101 0.0 14.36 0.0 o.o 0.0 42.14 101 101 1.000 0.0 17.22 0.0 0.0 0.0 30.30 101 101 0.0 17.22 o.o o.o o.o 30.30 101 101 MEMBER 112 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR o.o 14.72 o.o o.o o.o 30.30 101 101 o.o 14.72 0.0 0.0 0.0 30.30 101 101 0.500 0.0 17.73 o.o o.o 0.0 18.13 101 101 0.0 17.73 0.0 o.o 0.0 18.13 101 101 1.000 0.0 20.74 o.o 0.0 o.o 3.70 101 101 0.0 20.74 0.0 o.o 0.0 3.70 101 101 MEMBER 113 DISTANCE FROM START 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING -)>U1 ;.. 00 -· 0 )>0 n· :c&; ::5: /:') r•.t 0 2• -1'\) ..... . .&:::to c.TI, 0\ OJ ,._ C"> f~ o.o FR 0.500 1.000 MEMBER 114 DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER 115 o.o 101 o.o 101 o.o 101 o.o 101 0.0 101 o.o 101 18.64 0.0 0.0 0.0 3.70 101 18.64 0.0 0.0 0.0 3.70 101 21.78 0.0 0.0 0.0 -11.46 101 21.78 0.0 o.o 0.0 -11.46 101 24.93 0.0 0.0 0.0 -28.97 101 24.93 0.0 0.0 0.0 -28.97 101 DISTANCE FROM START 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 1.000 0.0 28.57 0.0 0.0 0.0 -68.78 101 .o o.o 0.0 -68.78 101 .o 0.0 0.0 -91.49 101 .0 o.o 0.0 -91.49 101 .o 0.0 0.0 -116.79 101 .o o.u 0.0 -116.79 101 101 28.57 0 101 . -32.01 0 101 . -32.01 0 101 35.44 0 101 . -35.44 0 101 0.0 FR 0.500 ,...-... , ..... )• (J1 .. (X) . 0 :r? CO\ :J:OO c._~ I --U) r•-n 2• • N .... (J1~ en OJ ..... c~. w I'I,;.I"'BER 116 DISTANCE FROM START 1-------iiiiL ______ _ FORCE -------------------//-------------------MOMENT Y SHEAR Z SHEAR TORSION Y BENDING -------------------1 Z BENDING 0.0 FR 0.500 1.000 MEMBER 117 o.o 0.0 0.0 o.o o.o 0.0 101 101 101 101 101 101 34.61 0.0 o.o 0.0 34.61 o.o o.o 0.0 38.20 o.o o.o o.o 38.20 0.0 o.o 0.0 41.7B o.o o.o 0.0 41.78 o.o o.o 0.0 -116.79 101 -116.79 101 -144.09 101 -144.09 101 -174.08 101 -174.08 101 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING -------------------1 Z BENDING FROM START 0.0 FR o.o 41.31 o.o o.o 0.0 -174.08 101 101 0.0 41.31 0.0 o.o 0.0 -174.08 101 101 0.500 0.0 45.05 0.0 o.o o.o -206.47 101 101 o.o 45.05 o.o o.o 0.0 -206.47 101 101 1.000 o.o 48.79 0.0 0.0 o.o -241.66 101 101 0.0 48.79 0.0 o.o o.o -241.66 101 101 MEMBER 118 DISTANCE FROM START /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 48.62 0.0 o.o 0.0 -241.66 101 101 0.0 48.62 o.o 0. ,0 0.0 101 0.500 o.o 51.78 0.0 o. .0 0.0 101 0.0 51.78 o.o 0. ,0 0.0 101 1.000 0.0 54.95 0.0 0. 0 0.0 ....... ;t~ : 0 ""\· 0 "" . ~g; -.. :::!:. !.-, r:: o -· I f· N ....... c· ~ 0\ tD ....... c.:~ ~ 0.0 MEMBER 119 101 101 54.95 0.0 0.0 0.0 101 -303.80 101 ........ "L tTl ~-co 0 -0 ~~ -.# I ~ Cll r ; : n z~ .... rn~ 0'\ OJ ..... c·. '-'1 % en -z -L&.. 15800. 68-SC-214-68 AJ i ACHMENI' 5 THE FOLLOWING LOAD MODULES WERE ACCESSED DURING THIS RUN: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT STBPLN 79.262 11.49.44 STCHCK 82.041 10.09.24 STCOHP 80.365 16.19.32 STCONS 83.314 23.21.27 STD1BS 79.282 15.47.26 STD2BS 83.314 23.04.06 STEDTA 80.203 15.02.27 STGEN . 81.344 17.18.04 STINTR 83.314 23.11.57 STJPVP 83.314 22.46.02 STLDTA 83.314 22.49.28 STLGRP 82.060 15.05.08 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 STMBLD 81.350 17.48.07 STHBPR 79.269 12.23.52 STMOLS 83.314 23.17.16 STHREL 83.314 22.41.03 STORCO 83.314 22.41. 03 STORID . 83.314 22.39.02 STPOW 83.314 23.21.27 STRELT 83.314 22. 41.03 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSTOP 83.314 23.26.06 STSUB 83.314 21.49.26 STTOTA 80.365 16.42.23 STUN IT 83.314 23.21.27 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 LOAD MODULE STCMLD STC2LD ST03BS STINHD STLONG STLIST STHBIN STMODP STNUTP STPDTA STRLDP STSLVP STSW16 STVEAS ST346 DATE/TIME OF LINK-EDIT 83.314 22.17.58 83.314 22.17.58 83.314 22.55.50 85.177 11.06.20 81.350 17.48.07 83.314 23.17.16 83.314 22.41.03 83.314 23.14.46 83.314 23.21.27 81.344 17.14.31 83.314 22.31.31 83.322 10.36.16 85.171 15.38.59 83.314 22.15.04 80.200 15.39.56 ...... .,., U1 r· oo .. g ::r·~ • ~~ S. /n P' (") :z· -1\.) ...... Olf' (}) ...... c.., -1 to TH~ .~LLOWING COBS WERE ACCESSED DURING THIS RUN: COB DATE/TIME OF COMPILATION COB CON' 85.171 09.24.41 DSPEC' GETID' 85.171 09.24.54 HHCON' HHMR2' 85.171 09.24.56 HHT999' JOI I 85.171 09.24.59 LIST HBLD 85.171 09.25.05 HBLIST' HEM' 85.171 09.25.06 HRERED' PRDAT' 85.171 09.25.12 PRI' PRSUB' 85.171 09.25.14 RDLIST' REL' 85.171 09.25.18 REREAD' STRUDL ' 85.171 09.26.11 TVP' WCOH 85.171 09.25.40 ZBAND' DATE/TIME OF COMPILATION COB 85.171 09.24.47 FIN' 85.171 09.24.56 HHMR1' 85.171 09.24.56 INC' 85.171 09.25.01 LOA' 85.171 09.25.05 HDF' 85.171 09.25.07 OUT' 85.171 09.25.13 PROP 85.171 09.25.17 RDLIST' 85.171 09.25.21 STIFFN' 85.171 09.25.38 UNI' 85.171 09.26.10 DATE/TIME OF COMPILATION 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.02 85.171 09.25.06 85.171 09.25.10 85.171 09.25.14 85.171 09.25.17 85.171 09.25.32 85.171 09.25.39 ..... ..... c.n ~· CD .. 0 • 0 ):: . C':Ol :S:O'J B:ln ,, 0 :z• -1\) ..... CJ1f- O\ m .-. c-.. Q) ****A •. END •• JOB 7620 •• R120900l •• R.STINNETT ****A •• END •• JOB 7620 •• Rl20900l •• R.STINNETT ****A •• END •. JOB 7620 •• Rl20900l •• R.STINNETT DDDDDOD DDDDDDOD DO DO DO DO DO DO DO DO DDODDDDO ODOOODD RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 11 111 11 11 11 11 11111111 11111111 ODD DODD DDDODDDD DO DO DO DO DO DO DO DO DDDDDDOO DDDDDDD vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv .. .... .. 222222 22222222 22 222 222 222 222 22222222 22222222 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv ssssss TTTTTTTT ssssssss TTTTTTTT ss TT sssssss TT sssssss TT ss TT ssssssss TT ssssss TT II 222222 II 22222222 II 22 222 I? 222 222 II 222 II 22222222 I 22222222 ****A •• END •• JOB 7620 •• Rl209001 .• R.STINNETT ****A •• END •• JOB 7620 •• R1209001 •• R.STINNETT ****A •• END •• JOB 7620 •• R1209D01 .• R.STINNETT '. JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ II II II II IIIIIIII II II II II II III III IIIIIIII 222222 22222222 22 222 222 222 222 22222222 22222222 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV . 3 32 22 PM •• 12122187 •• R6.PR2 .FlOOR OV . 3 32 22 PM •• 12122187 •• R6.PR2 .FlOOR OV . 3 32 22 PM •• 12122187 •• R6.PR2 000000 BBBBBBB 77777777 00000000 BBBBBBBB 77777777 00 00 BB BB 777 00 00 BBBBBBB 777 00 00 BBBBBBBB 777 00 00 BB BB 777 00000000 BBBBBBBB 777 000000 BBBBBBB 777 NN NN NN NN EEEEEEEE TTTTTTTT NNN NN NNN NN EEEEEEEE TTTTTTTT NNNN NN NNNN NN EE TT NNNNN NN NNNNN NN EEEEEEE TT NN NNNNN NN NNNNN EEEEEEE TT NN NNNN NN NNNN EE TT NN NNN NN NNN EEEEEEEE TT NN NN NN NN EEEEEEEE TT I? 888888 77777777 88888888 77777777 II 88 88 777 II 888888 777 II 88888888 777 ~? 88 88 777 88888888 777 888888 777 000000 BBBBBBB 77777777 00000000 BBBBBBBB 77777777 00 00 BB BB 777 00 00 BBBBBBB 777 00 00 BBBBBBBB 777 00 00 BB BB 777 00000000 BBBBBBBB 777 000000 BBBBBBB 777 .FLOOR DV • 3 32 23 PM •. l2122187 •• R6.PR2 .FLOOR DV • 3 32 23 PH •• 12122187 •• R6.PR2 .FLOOR DV • 3 32 23 PH •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 7620 •• END .. A**** ..SVS.Cl68 •• JOB 7620 •• END .• A**** ..SVS.C168 •• JOB 7620 •• END .• A**** 666666 66666666 66 6666666 66666666 66 66 66666666 666666 TTTTTTTT TTTTTTTT TT TT TT TT TT TT DDDODOO OODDDDDD DO DO DO DO DO DO DO DO DOODDDOO OOOOODD 666666 66666666 66 6666666 66666666 66 66 66666666 666666 222222 22222222 22 222 222 222 222 22222222 22222222 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 222222 22222222 22 222 222 222 222 22222222 22222222 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 ...... 11 ):· U1 111 ;... 00 11 .. 0 11 ):· ~ 11 c-,m 11 11111111 :r: r:p 11111111 3: (I) 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 r;·. (") :z• -1\) ....... 01~ "' OJ •• SVS.C168 •• JOB 7620 •• END •• A**** •• SVS.C168 •• JOB 7620 •• END •• A**** ~ •• SVS.Cl68 •• JOB 7620 .• END •• A**** ~ c- ~ f ****A •• St._.( •• JOB 6647 .• R120900l •• R.STINNETT .FLOOR DV . ,07 58 PM •• 1212218/ •. R6.PR2 •• SYS.C168 •• JOB o647 .• STAR •**** ****A •. START •• JOB 6647 •• R1209001 •• R.STINNETT .FLOOR DV • 12:07 58 PM •• l2122187 •• R6.PR2 •• SYS.C168 •• JOB 6647 •• STARl •• A**** ****A .• START •• JOB 6647 •• R120900l •• R.STINNETT .FLOOR DV • 12:07 58 PM •• 12122187 •• R6.PR2 •• SYS.C168 •• JOB 6647 •• START •• A**** DDDDDDD vv vv JJ 000000 BBBBBBB 666666 666666 4444 77777777 DODDDDDD vv vv JJ 00000000 BBBBBBBB 66666666 66666666 44444 11177771 DO DO vvv vvv JJ 00 00 BB BB 66 66 444 44 771 DO DO vv vv JJ 00 00 BBBBBBB 6666666 6666fi66 444 44 771 DO DO vv vv JJ 00 00 BBBBBBB8 66666666 66666666 44444444 777 DO DO vvvv JJ JJ 00 00 88 88 66 66 66 66 44444444 171 DDDDDDDD vvvv JJJJJJJJ 00000000 88888888 66666666 66666666 44 117 DODD DOD vv JJJJJJ 000000 88BBBBB 666666 666666 44 711 RRRRRRR ssssss TTTTTTTT III IIIII NN NN NN NN EEEEEEEE TTTTTTTT TTTTTTTT RRRRRRRR ssssssss TTTTTTTT II II II II NNN NH NNN NN EEEEEEEE TTTTTTTT TTTTTTTT RR RR ss TT II NNNN NN NNNN NN EE TT TT RRRRRRR sssssss TT II NNNNN NN NNNNN NN EEEEEEE TT TT RRRRRRRR sssssss TT 1 I NN NNNNN NN NNNNN EEEEEEE TT TT RR RR .. ss TT II NN NNNN NN NNNN EE TT TT RR RR .... ssssssss TT II II II II NN NNN NN NNN EEEEEEEE TT TT RR RR . . ssssss TT II II II II NN NN NN NN EEEEEEEE TT TT .. 11 222222 II 222222 222222 I? 888888 77777777 DDDDDDD 000000 11 )::lo , 111 22222222 II 22222222 22222222 88888888 17177771 DDDDDDDD 00000000 111 . ·:l ...... .., 11 22 222 II 22 222 22 222 II 88 88 777 DO DO 00 00 11 --4 :) 11 222 II 222 222 II 888888 177 DO DO 00 00 11 11 222 II 222 222 II 88888888 771 DO DO 00 00 11 >. 11 222 II 222 222 I? 88 88 177 DO DO 00 00 11 n ·" 11111111 22222222 ? 22222222 22222222 88888888 777 DDDDDDDD 00000000 111111lE :» 11111111 22222222 22222222 22222222 I 888888 777 DDDDDDD 000000 111111!& ·., 111 ., :z.~ -1!.... U1~ en ll:J DDDDDOD vv vv JJ 000000 8888888 666666 666666 4444 11717111 DDDDDDDD vv vv JJ 00000000 88888888 66666666 66666666 44444 71117777 DO DO vvv vvv JJ 00 00 88 88 66 66 444 44 777 DO DO vv vv JJ 00 00 8888888 6666666 6666666 444 44 171 DO DO vv vv JJ 00 00 88888888 66666666 66666666 44444444 111 DO DO vvvv JJ JJ 00 00 BB 88 66 66 66 66 44444444 111 DDDOODDD vvvv JJJJJJJJ 00000000 BBBBB88B 66666666 66666666 44 177 ...... 0000000 vv JJJJJJ 000000 8888888 666666 666666 44 111 ....... ****A .• START •• J08 6647 •• R1209001 •• R.STINNETT .FLOOR DV • 12 07 59 PM •• 12122187 •• R6.PR2 .. SYS.C168 •• J08 6647 •• START .. A**** 0 ****A •• START •. J08 6647 •• R1209001 •• R.STINNETT .FLOOR DV • 12 07 59 PM •• 12I22187 •• R6.PR2 .• SYS.C168 •• J08 6647 •. START •. A**** ****A .• START •• J08 6647 •• R1209001 •• R.STINNETT .FLOOR DV • 12 07 59 PM •• 12122187 •• R6.PR2 •. SYS.C168 •• J08 6647 •• START •• A**** *********************************************************************** * COMPUTER SYSTEM SCHEDULE EASTERN STANDARD TIME * * HON-FRI 07:30 -00:15 AM ALL SYSTEMS, CICS 07:30-21:00 * *SAT. 07:30 AM -16:00 PH ALL SYSTEMS * * SUN. 08:00 AM -16:00 PH ALL SYSTEMS * * * * * * * *********************************************************************** * * * IF YOU HAVE ANY PROBLEMS COMMUNICATING WITH AN ONLINE SYSTEM * * CALL X-5788 FOR HELP. A MEMBER OF THE COMMUNICATIONS DEPARTMENT * * WILL BE GLAD TO ASSIST YOU. * * DURING SYSTEM OUTAGES CALL X-1170 FOR A RECORDED MESSAGE WHICH * * WILL DESCRIBE THE SITUATION. * *********************************************************************** * * * * * * * * * * * * *********************************************************************** * * * THE COMPUTER DEPT. DISTRIBUTES INFORMATION ABOUT IMMEDIATE CHANGES * * AND/OR PROBLEMS VIA A FLASH SYSTEM. IF YOU WOULD LIKE TO RECEIVE * * ANY OF THE FLASHES WE DISTRIBUTE PLEASE CONTACT RALPH GENTILE * * 245/5 AT EXT 1036. * * * *********************************************************************** XX XX xxxx XX xxxx XX XX * * * AAAAA AA AA * AAAAAAA * * AA AA * * AA AA * * * *** * * ***** * * ** **** * * *** ** * * **** * * ***** * * ******* * * ********** * ************* *************** * *** * ** ********* *** ********* ****** ** *** ***** * * * * * * * * * * * * * * * * * ... :::J:::-o . .n * ....... ,:0 * -t :, * )> ~:l * . * 0\n * * * .:r: 00 3: 'I) ..., ; ') 2 ·• .... (\.) ...... U1~ I en ll:J ..... ....... ........ J E S 2 J 0 8 L 0 G --S Y S T E M C 1 6 8 --N 0 0 E J E S 2 8 0 S 11.41.13 JOB 6647 $HASP373 R1209001 STARTED-INIT 2-CLASS A-SYS C168 11.42.13 JOB 6647 +MDC0011 ------------------------M=047 5=00000 E=00065 11.42.13 JOB 6647 $HASP395 R1209D01 ENDED ------JES2 JOB STATISTICS ------ 22 DEC 87 JOB EXECUTION DATE 54 CARDS READ 1,007 SYSOUT PRINT RECORDS 0 SYSOUT PUNCH RECORDS 62 SYSOUT SPOOL KBYTES 1.00 MINUTES EXECUTION TIME . '' -~ ·.n >ti;a ..... :..:> -to >. (")m :CUI ;&: :..., ...,~ ·~~ ...... U1'!-m lXJ . , . ...... ~ l..J 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 ,;R1209001 JOB DV,R.STINNETT,MSGLEVEL=1 JOB 6647 ***JOBPARH R=360K,T=1 JOB 6647 /1 EXEC STRUDLSW,REGION=360K TIME=1 XXSTRUDLSW PROC DD4=4096,CDBS=CDBR42,PRIM=300,SEC=300, 00000010 XX PRINT=A,OUTLIH=15000 00000020 *************************************~*************** 00000030 *** ST -346 lSTRUOL-SW) 06/29/85 C. E. DOHERTY ** 00000040 ***************************************************** 00000050 XXSTRUDL EXEC PGM=LOADICES,PARM=V3ICEX5,REGION=1200K,TIHE=5 00000060 XXFT06F001 DO SVSOUT=&PRINT 1 SPACE;11995,(3000.300),RLSE)1 00000070 IEF6531 SUBSTITUTION JCL-~VSOUT; SPAC£=(1995 (3000 30u),RLSE), XX DCB=(BLKSIZE=1995,LRECL=133.RECFH=FBA),OUTLfM=&OUtLIH 00000080 IEF653I SUBSTITUTION JCL -DCB=(BlKSIZE=1995,LRECL=133,RECFM=FBA),OUTLIM=15000 XXFT06F002 DO SVSOUT=&PRINT,SPACE=i1995,(500~50)1 RLSE), 00000090 IEF653I SUBSTITUTION JCL-SVSOUT= 1 SPAC£=(1~95,,500,SO),RLSE), XX OCB=(BLKSIZE=1995 LRECL=133,RECtM=FBA) 00000100 XXOD1 DO UNIT=SVSDA,SPACE=(TRK,(10,10)) DCB=DSORG=DA 00000110 XXDD2 DO DSN=ICES.DATA.STRUDL32,0ISP=SHA,LABEL=(,,,IN) 00000120 XXOD3 DO OSN=ICES.MAC.&CDBS DISP=SHR,DCB=BLKSIZ£=4096,LABEL=(,, IN) 00000130 IEF653I SUBSTITUTION JCL-OSN=ICES.MAC.CDBR42,DISP=SHR,OCB=8LKSIZE=4096 1 LABEL=(,,,IN) XXDD4 DO UNIT=SYSDA,SPACE=(&DD4,(&PRIM,&SEC)}, u0000140 IEF653I SUBSTITUTION JCL-UNIT=SYSDA,SPACE=(4096,(300,300)), XX DCB=(BLKSIZE=&DD4,0SORG=DA) 00000150 IEF653I SUBSTITUTION JCL -DCB=(BLKSIZE=4096,0SORG=DA) XXSTEPLIB DO DISP=SHR,DSN=ICES.£XECLIB.REL42 00000160 XX DO DISP=SHR,OSN=MDCLDR.REL42XA 00000170 XXPRODLIB DO OISP=SHR,DSN=ICES.SVSTEM.REL42 00000180 XX DO OISP=SHR,OSN=ICES.MODULES.V03L03,LABEL=(,,,IN) 00000190 XX DO DISP=SHR 1 DSN=ICES.MODULES.V03L02,LABEL=(,,,IN) 00000200 XXFT07F001 DO SVSOUT=~ 00000210 XXFT25F001 DO DSN=STRUDLSW.DOC1.NEWS32(ACTMSG),OISP=SHR,LABEL=(,,,IN) 00000220 XXFT26F001 DO OSN=STRUDLSW.DOC1.NEWS32(ALLHSG),OISP=SHR,LABEL=(,,,IN) 00000230 *** PLOTTAPE DO SYSOUT=P 00000240 XXFT05F001 DO OONAME=SVSIN 00000250 //SVSIN DO * GENERATED STATEMENT .. ., )> '.0 ........ i > ......... (,) )>. Ocn :I: co • ~ l f'1 . "') :ill• -t~ <nft' en co ..... ........ w IEF2361 ALLOC. FOR R1209D01 STRUDL IEF2371 JES2 ALLOCATED TO FT06F001 IEF2371 JES2 ALLOCATED TO FT06F002 IEF2371 427 ALLOCATED TO DDl IEF2371 972 ALLOCATED TO DD2 IEF2371 973 ALLOCATED TO SVS00942 IEF2371 977 ALLOCATED TO DD3 IEF2371 964 ALLOCATED TO DD4 IEF2371 974 ALLOCATED TO STEPLIB IEF2371 C4B ALLOCATED TO IEF2371 7Dl ALLOCATED TO PRODLIB IEF2371 437 ALLOCATED TO IEF2371 7D3 ALLOCATED TO IEF2371 JES2 ALLOCATED TO FT07F001 IEF2371 C54 ALLOCATED TO FT25F001 IEF2371 7DO ALLOCATED TO SVS00944 IEF2371 C54 ALLOCATED TO FT26F001 IEF2371 JES2 ALLOCATED TO FT05F001 MDCOOll ------------------------M=047 S=OOOOO E=00065 IEF1421 R1209D01 STRUDL -STEP WAS EXECUTED -COND CODE 0000 IEF2851 JES2.JOB06647.S0000102 SVSOUT IEF2851 JES2.JOB06647.S0000103 SVSOUT IEF2851 SVS87356.T114113.RAOOO.R1209D01.R0000001 DELETED IEF2851 VOL SER NOS= PUBOOl. IEF2851 ICES.DATA.STRUDL32 IEF2851 VOL SER NOS= STR819. IEF2851 SVSCTLG.VSTR805· IEF2851 VOL SER NOS= STR805. IEF2851 ICES.MAC.CDBR42 IEF2851 VOL SER NOS= STR827. IEF2851 SVS87356.Tl14113.RAOOO.R1209D01.R0000002 IEF2851 VOL SER NOS= PUB003. IEF2851 ICES.EXECLIB.REL42 IEF2851 VOL SER NOS= STR830. IEF2851 MDCLDR.REL42XA IEF2851 VOL SER NOS= STR825. IEF2851 ICES.SVSTEM.REL42 IEF2851 VOL SER NOS= STR808. IEF2851 ICES.MODULES.V03L03 IEF2851 VOL SER NOS= STR815. IEF2851 ICES.MODULES.V03L02 IEF2851 VOL SER NOS= STR809. IEF2851 JES2.JOB06647.S0000104 IEF2851 STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF2851 SVSCTLG.VSTR806 IEF2851 VOL SER NOS= STR806. IEF2851 STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF2851 JES2.JOB06647.SI000101 KEPT KEPT KEPT DELETED KEPT KEPT KEPT KEPT KEPT SVSOUT KEPT KEPT KEPT SVSIN .., .... )>'.;JI -.oo ~3 )>. £~ 3: ·., ITI ·') :Z• ... I\) ,.... Ul~ • en co IEF3731 STEP ISTRUDL I START 87356.1141 IEF3741 STEP ISTRUDL I STOP 87356.1142 CPU OMIN 02.50SEC SRB OMIN 00.67SEC VIRT 892K SVS 272K EXT 4K SVS 8860K e e e e e e e e e 11 e 11 e e e e ' e e e e e e e e e e e e e e e e e e 11 e e e e e e e e e e 0 0 ,_ II II e e <10 e e e e e e e e e e II e e e e e e e e e e e 0 e e ' e e 0 II e e e e e II e e e e e e e II e e e e e e e e II e e II e II e e e e e e e e e e e e e e 038 .JOB -R1209D01, SUBMITTER -R.STINNETT , FLOOR -DV 1 READER TIME, DATE -11.41.12, 12122187 .STEP NUMBER-1, STEP NAME -STRUDL 1 PROGRAM NAME -LOADICtS, RAN FROM 11.41.13 TO 11.42.13 .ENDING CONDITION -RETURN CODE 0, RtGION USED-1,164K, PERFORMANCE GROUP -20, SWAPS -0 .PAGEINS -12, PAGEOUTS -20, VIO PAGEINS -0, VIO PAGEOUTS -0 .CPU TIME-3.17 SECS, EXCPS -( 2,073 NON-VIO, 0 VIO), CPU UNITS- . SVSIN RECORDS -51, OPENS - ( 0 TAPE, 8 TEMP, 7 PERM), 8.77 SECS $11.08 COST = ,-·· ' ,. ....... 1-.• ~ • EXCPS/DD~>. ...• f - 14/STEPLIB 9/FT25F001 367/001 9/STEPLIB + 1 149/0~o. 79/PRODLIB 102/003 73/PRODLIE + 1 307/004 964/PRODLIB + 2 ii~ij~i*'~6i'}iii5~66i;·~tiit'ijigi:iiii****••················································-····································· IEF3761 JOB /R1209001/ STOP 87356.1142 CPU OMIN 02.50SEC SRB OMIN 00.67SEC :tofAL·cpu'tiMe·:······3:i7'sEcs:·totAL.Excps·:c·····2:o73'NoN:v~a:·········o·via>:·tatAL.cPu·uNits·:······a:76'sEcs················ .TOTAL JOB COST EXCLUDING PRINT CHARGES= $11.08 ....................................................................................................................................... . 1 ~ Zig; _.o ,_o n· .:a: I II , ..... lUI~ m ,_. ....... c.n: **************************************************** * * * * * * * MCAUTO ICES EXECUTIVE SYSTEM * * * * RELEASE 4.2 -06 JUN 1984 * * * * TIME-11:41:31 DATE-DEC 22, 1987 * * * * MODEL 81 VS2 REL 3.8 * * * * * * * **************************************************** • )> 1 ~~ -4, )>I .o.a s .. ' ::Z~ ,..~ .. · : '" ..... .;tiD 011m Ol ..... '"'"" OJ ' , \ ~ t I , ·~ ~ ·' i z STRUDL 'APA' 'BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE' *********************************************** * * * ST-346 STRUDL-SW * * THE STRUCTURAL DESIGN LANGUAGE * * * * STONE & WEBSTER ENGINEERING CORP. * * BOSTON, MASSACHUSETTS • • VERSION 03 LEVEL 03 * * 11:41:59 12/22/B7 * * • * SYSTEM LINK-EDIT DATE/TIME * * 85.177 15.13.01 * * * * SIZE OF POOL 51168 BYTES * * * *********************************************** .... > .,. -.:• ~ -~~ >. (")ljl :Z:Il» 3: '4 , ~., ~~ c.n~ Ol tO ..... ....... a...] THE FOLLOWING LOAD MODULES ARE CURRENTLY IN PRODUCTION: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT OUT COM 80.204 15.51.57 OUTDUP 80.204 15.51.57 OUTPT 80.204 15. 51.57 STAISC 81.034 16.14.12 STAJFl 83.314 22.12.24 STAJF2 83.314 22.12.24 STALL 79.269 12.20.26 STAND 83.314 22.39.02 STANK1 81.351 17.14.42 STBPLN 79.262 11.49.44 STCBIC 80.365 15.58.56 STCCK 79.262 11.52.01 STCHCK 82.041 10.09.24 STCMLD 83.314 22.17.58 STCMYC 81.107 09.56.50 STCMZC 81.107 11.08.13 STCOHB 81. 107 15.12.28 STCOMP 80.365 16.19. 32 STCONS 83.314 23.21.27 STCREA 83.314 22.20.54 STC2LD 83.314 22.17.58 STDBSB 82.061 14.25.03 STDCLS 81.351 17.19.14 STDCHP 81.351 17 .11. 53 STDEIG 83.314 22.29.34 STDEX 81.351 17. 28.50 STDFTS 81.351 17.13.46 STDJT J 81.351 17.18.04 STDJTR 83.314 22.27.48 STDKCO 81.352 17.23.13 STDLEV 81.352 17.16.42 STDLIS 81.352 17.23.44 STDLS 81.352 17.31.21 STDHFD 83.314 23.08.48 STDMOR 83.314 22.57.30 STDORT 83.314 22.59.51 STDPRT 81.352 17.24.37 STDRAY 81.352 17.28.54 STORES 81.352 17.32.44 STDRP1 81.352 17.25.18 STDRP2 81.352 17.25.18 STDRP3 81.352 17.25.18 STDSP 81.352 17.17.56 STDSYl 80.204 08.47.32 STDTIH 81.352 17.25.45 STDUIP 81.352 17.31.21 STDUHP 80.200 15.23.54 STDXEG 83.314 23.01.05 STDXHH 81.352 17.27.14 STDXHM 81.355 08. 51.50 STDXSM 81.352 17 .21. 36 STD1BS 79.282 15.47.26 STD2BS 83.314 23.04.06 STD3BS 83.314 22.55.50 -STECI2 81.344 17.13.28 STECI4 79.262 12.16.13 STEDTA 80.203 15.02.27 )>t.J1 STERH1 79.262 12.17.40 STERH2 79.262 12.18.47 STERH3 79.262 12.19.30 STERH5 80.365 16.23.11 STERH6 81.352 17.18.57 STEROH 79.262 12.20.13 ...,.oo STEROR 83.314 22.54.12 STERR7 81.352 17.26.11 STERR8 81.352 17.32.53 -.3· STERR9 81.352 17.20.37 STGEN 81.344 17.18.04 STGRUP 83.314 22.43.34 l>. STINLT 81.352 17.28.06 STINHD 85.177 11.06.20 STINTR 83.314 23.11. 57 0~ STJPVP 83.314 22.46.02 STJTSZ 79.269 12.23.52 STLDNG 81.350 17.48.07 :J:(J) STLDTA 83.314 22.49.28 STLGRE 82.141 07.57.14 STLGRP 82.060 15.05.08 STLIST 83.314 23.17.16 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 3: ·~ STMBEC 79.269 12.23.52 STHBIN 83.314 22. 41.03 STH8LD 81.350 17.48.07 ,., -~ STMBPR 79.269 12.23.52 STHDDP 83.314 23.14.46 STMDLS 83.314 23.17.16 :Z• STHDWT 83.314 22.47.46 STHESS 80.203 11.10.45 STHREL 83.314 22. 41.03 -tN STNF17 81.107 11.39.46 STNUTP 83.314 23.21.27 STOERR 79.262 16.18. 19 -STOPCN 80.365 16.36.43 STOR 83.314 22.39.02 STORCO 83.314 22.41.03 tnft' STORID 83.314 22.39.02 STORLD 81.350 17.48.07 STOSEC 79.262 16.25.27 STOTPS 81.352 17.35.35 STPDTA 81.344 17.14.31 STPL19 79.262 16.32.51 Ol STPL38 79.262 16.34.31 STPOW 83.314 23.21.27 STPPAR 79.298 08.54.23 co STPPRI 79.262 16.36.54 STPUN 81.355 08.58.54 STPUNS 81.352 17.27.42 STRELT 83.314 22.41.03 STRLDP 83.314 22.31.31 STRTER 79.263 08.55.52 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSLVP 83.322 10.36.16 STSTAT 80.203 11.11.44 STSTCH 82.041 17.19.48 STSTDP 83.314 23.26.06 STSUB 83.314 21.49.26 STSWDW 82.025 13.47.14 STSWP2 81.352 17.26.36 STSW11 81.352 17.19.47 STSW14 80.203 14.59.02 STSW15 80.200 15.34.25 STSW16 85.171 15.38.59 STTCCH 80.365 16.39.14 STTDTA 80.365 16.42.23 STTECC 81.035 08.52.33 SHEDD 81.015 08.47.07 STTEQU 80.366 08.17.49 STTESH 82.039 17.06.20 STTGDV 83.314 21.43.24 STTGPV 80.366 08.26.41 STTOW1 83.314 21.39.35 STTOW2 83.314 21.32.52 STTPLC 83.314 21.18.56 STTSDC 80.366 08.36.08 STTSDP 80.366 08.37.17 STTSHC 80.366 08.38.23 STTSPA 80.366 08.40.12 STTSPI 80.366 08.40.12 STU LEN 83.314 21.11.40 STUN IT 83.314 23.21.27 STUN IV 83.314 21.08.20 STVEAS 83.314 22.15.04 STVGAS 83.314 22.15.04 STVHAP 85.177 15.13.01 STlUIP 81.352 17.31.21 ST2UIP 81.352 17.31.21 ST346 80.200 15.39.56 ....... 1-... Q_j THE 1 -LOWING COBS ARE CURRENTLY IN PRODUCTION: COB DATE/TIME OF COMPILATION COB CON' 85.171 09.24.41 DEAD ECC' 85.171 09.24.52 END' ERR105' 85.171 09.24.53 FIN' GOES 85.171 09.24.55 HHCON' HHMR2' 85.171 09.24.56 HHT999' JNTLOOIS 85.171 15.30.40 JOI' LIST 85.171 09.25.01 LOA' MBLD 85.171 09.25.05 HBLIST' HEM' 85.171 09.25.06 HRERED' NSPEC' 85.171 09.25.09 OUT' PROAl' 85.171 09.25.12 PRI' PRSUB' 85.171 09.25.14 PRVAR' RECC 85.171 09.25.18 REL' SEC' 85.171 09.25.25 STIFFN' TVP' 85.171 09.25.38 UNP XYWOAT' 85.171 09.25.43 ZBAND' COM' 85.171 09.24.41 DUMP SCAN 85.171 09.25.22 TEM' WCOH 85.171 09.25.40 CNDES1' CNSTR' 85.171 09.24.40 DEft PAR' 85.171 09.25.11 SEL' TAK' 85.171 09.25.36 TPAR DEL' 85.171 09.24.45 CSM' OASTl' 85.171 09.24.43 DDAMP' OINP 85.171 09.24.46 DYANA' OVLOD' 85.171 09.24.49 DYN' DYSTIT' 85.171 09.24.51 DYSUB' INER 85.171 09.24.58 ITER NORM 85.171 09.25.08 PUN' SDDOF' 85.171 09.25.24 STO' WLIST' 85.171 09.25.42 RAY' CRE' 85.171 09.24.41 GRO' STRUDL2' 85.171 09.26.17 STRUDL50 DATA SET ICES.DATA.STRUDL32 LAST MODIFIED ON 09/26/85 12:04:58 DATE/TIME OF COMPILATION COB 85.171 09.24.43 OSPEC' 85.171 09.24.52 EROERI' 85.,171 09.24.54 GETID' 85.171 09.24.56 HHMRP 85.171 09.24.56 INC' 85.171 09.24.59 JTLIST' 85.171 09.25.02 LODIS' 85.171 09.25.05 MDF' 85.171 09.25.07 NOD' 85.171 09.25.10 PLO' 85.171 09.25.13 PROP 85.171 09.25.15 RDLIST' 85.171 09.25.18 REREAD' 85.171 09.25.32 STIFLE I 85.171 09.25.39 W9' 85.171 09.26.10 CHE' 85.171 09.24.47 PLANAR' 85.171 09.25.37 TMLD 85.171 09.24.39 CNDES2' 85.171 09.24.44 OPER 85.171 09.25.26 SREAD' 85.171 09.25.38 UNL' 85.171 09.24.42 DAMP 85.171 09.24.43 DEN' 85.171 09.24.48 DYORAW' 85.171 09.24.50 DYREP' 85.171 09.24.51 EST' 85.111 09.24.58 MATR 85.171 09.25.16 REPE 85.171 09.25.35 STRUCT' 85.171 09.25.16 ORA' 85.171 09.24.55 STRUDL I 85.171 09.26.18 DATE/TIME OF COMPILATION 85.171 09.24.47 85.171 09.24.53 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.00 85.171 09.25.03 85.171 09.25.06 85.171 09.25.08 85.171 09.44.19 85.171 09.25.14 85.171 09.25.17 85.171 09.25.21 85.171 09.25.33 85.171 09.25.42 85.171 09.24.39 85.171 09.25.11 85.171 09.25.37 85.171 09.24.40 85.171 09.25.09 85.171 09.25.31 85.171 09.25.39 85.171 09.24.42 85.171 09.24.45 85.171 09.24.48 85.171 09.24.50 85.171 09.24.53 85.171 09.25.04 85.171 09.25.20 85.171 09.25.35 85.171 09.24.47 85.171 09. 26.1l ·..II " J>J:) '-i:;, ...... ~ l>. ()r, :t:J) :5: ·, rt1 "') ~~ ~) -II ~ en . :_,') .. J ..... ,... .... c.o 06/04/87 06/04/87 03/25/86 03/25/86 06/29/85 06/29/85 10/28/82 10/28/82 ST-346 STRUDL-SW *** NEWS *** ************************************************************************************************************** * ERROR -NEGATIVE BETA ANGLES ************************************************************************************************************** IF A MEMBER HAS A NEGATIVE BETA ANGLE AND IS LOADED BY A LATERAL MEMBER LOAD, THEN ALL SECTION RESULTS FOR THAT MEMBER WILL BE INCORRECT EXCEPT AT THE MEMBER END. WORKAROUND: INPUT THE POSITIVE EQUIVALENT OF THE NEGATIVE BETA ANGLE. ********************************************************************************************************************** * ERROR -MEMBER LOADS ON YZ PLANE FRAME MEMBERS * ********************************************************************************************************************** IF, FOR A YZ PLANE FRAME MEMBER, A MEMBER LOAD IS SPECIFIED, THE GLOBAL Y-PROJECTION OF THE MEMBER IS NEGATIVEf AND THE GLOBAL Z-PROJECTION OF THE MEMBER IS NON-ZERO, ANALYSIS RESULTS WILL BE ERRONEOUS. THIS ERROR HAS EXISTED N STRUDL-SW SINCE VERSION 00 LEVEL 00. IT WILL BE CORRECTED IN THE NEXT RELEASE OF THE PROGRAM. WORKAROUND: REVERSE THE JOINT ORDER FOR THE MEMBER IN THE MEMBER INCIDENCES COMMAND. ********************************************************************************************************************** * VERSION 03 LEVEL 03 -JUNE 29,1985 * ********************************************************************************************************************** THIS RELEASE OF ST-346 CONTAINS NO CHANGES FROM VERSION 03 LEVEL 02 OTHER THAN A NEW OPERATING SYSTEM (MVS/XA) AND A NEW ICES EXECUTIVE SYSTEM (MCAUTO'S RELEASE 4.2). ********************************************************************************************************************** * WARNING -LARGE ANALYSES * ********************************************************************************************************************** STATIC ANALYSES WITH MORE THAN 5000 DEGREES OF FREEDOM, AND DYNAMIC ANALYSES WITH MORE THAN 1000 DEGREES OF FREEDOM SHOULD BE DISCUSSED WITH THE COMPUTER DEPARTMENT PERSONNEL BEFORE THEY ARE SUBMITTED FOR EXECUTION. TO SUPPRESS THESE MESSAGES, ADD MESSAGE 'OFF' AFTER YOUR TITLE ON THE STRUOL CARD. -l . JJ ·1 ~ ·1 ~ )"' '_, ( .· !") :r:~ .. , ' ·C , ~. '.J ••'j ' ..1' -' ) • .-1, ..... l', 0 UNITS KIPS FEET $******************************************************************** JOINT COORDINATES 1 0.00 0.00 SUPPORT 2 7.24 0.00 3 14.89 0.00 4 18.24 o.oo SUPPORT 5 22.60 0.00 6 29.89 0.00 SUPPORT $ JOINT 4 RELEASE MOMENT Z $******************************************************************** TYPE PLANE FRAME MEMBER INCIDENCES 101 1 2 102 2 3 103 3 4 104 4 5 105 5 6 MEMBER 102 RELEASE START HOM Z $******************************************************************** UNITS INCHES CONSTANTS E 29000. ALL BETA 0. ALL $******************************************************************** MEMBER PROPERTIES PRISMATIC 101 TO 105 AX 119.0 IZ 54700. $******************************************************************** .... ~1a ... g ,., • ! not %?J. ~ ., ,., ~;SI ~ "' .. en t1J ..... (.'_") ........ i· 1 • I $ I •• ; LOADING 1 'DEAD LOAD' MEMBER LOADS 101 102 105 FORCE V GLOBAL UNIFORM FRAC W -0.136 LA 0. LB 1. 103 104 $ FORCE V GLOBAL UNIFORM FRAC W -1.582 LA 0. LB 1. LOADING COMBINATION 101 'SEISMIC LOAD' - COMBINE 1 1.88 $******************************************************************** PRINT DATA ..... >(11 a:f ~~ ):-. ' Om. :J:(lr ~ .. Pl VJ _,(') -0 I ...... 1\J .... 01~ o I en a:J ..... {. -~~ l\.1 . ~· **************************************** * PROBLEM DATA FROM INTERNAL STORAGE * **************************************** JOB ID -APA JOB TITLE -BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS -LENGTH INCH WEIGHT KIP ANGLE RAD TEMPERATURE DEGF ********** STRUCTURAL DATA ********** ACTIVE STRUCTURE TYPE · PLANE FRAME ACTIVE COORDINATE AXES X V JOINT COORDINATES------------------------------------···--/ JOINT X V Z CONDITION 1 0.0 0.0 0.0 SUPPORT 2 86.880 0.0 0.0 FREE 3 178.680 0.0 0.0 FREE 4 218.880 0.0 0.0 SUPPORT 5 271.200 0.0 0.0 FREE 6 358.680 0.0 0.0 SUPPORT STATUS--·/ ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE TIME SEC GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL JOINT RELEASES-------------------------------------/ELASTIC SUPPORT RELEASES-------------------------------------------------1 JOINT FORCE MOMENT THETA 1 THETA 2 THETA 3 KFX KFV KFZ KHX KHY KHZ 4 z 0 • 0 . 0 • 0 . -0 • 0 0 • 0 0 • 0 0. 0 0. 0 0 • 0 0 • 0· MEMBER INCIDENCES----------/ LENGTH------/ RELEASES---------------------/ STATUS--/ MEMBER START END LOCAL COORD. START END 101 102 103 104 105 1 2 3 4 5 2 3 4 5 6 86.880 91.800 40.200 52.320 87.480 FORCE MOMENT FORCE MOMENT z ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE PLANE PLANE PLANE PLANE PLANE FRAME FRAME FRAME FRAME FRAME MEMBER PROPERTIES-------------------------------------------------------------------------------------------------·-1 MEMBER/SEG TYPE SEG.L COMP AX/VD AV/ZD AZ/YC IX/ZC IV/EV IZ/EZ SY SZ 101 102 PRISMATIC PRISMATIC 119.000 0.0 119.000 o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 54700.000 0.0 54700.000 0.0 0.0 0.0 o.o -t. 11 /' '() _, ~ --1 ') ~-.; ·~ :r:ti I !:': ,) i 11 ') 'Z. • . ~ ,'.,) . . ...... • '1 f' ·m aJ .... (··~I w o.o 0.0 o.o o.o 0.0 0.0 103 PRISMATIC 119.000 0.0 0.0 0.0 0.0 54700.000 o.o o.o o.o 0.0 0.0 0.0 0.0 0.0 104 PRISMATIC 119.000 0.0 o.o 0.0 0.0 54700.000 o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 105 PRISMATIC 119.000 0.0 o.o 0.0 o.o 54700.000 0.0 0.0 o.o 0.0 o.o 0.0 0.0 o.o MEMBER CONSTANTS---------------------------------------------------------------------------------------------------1 CONSTANT STANDARD VALUE DOMAIN VALUE MEMBER LIST E 0.290000E+05 ALL G 0.0 ALL DENSITY 0.100000E-02 ALL CTE 0.100000E+Ol ALL BETA 0.628319E+01 ALL POISSON 0.0 ALL ********** DESIGN DATA ********** USER DATA SET PARAMETER DICTIONARV-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME STRUDL DATA SET PARAMETER DICTIONARV-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME CODE STANDARD AISC CB COMPUTE QQSTCBIC CMV COMPUTE QQSTCMVC CMZ COMPUTE QQSTCMZC CONTVPE STANDARD 2.00 FBLTUP STANDARD 1.00 FULT STANDARD 58.00 -2 1 FVLD STANDARD 36.00 -2 1 KV STANDARD 1.00 KZ STANDARD 1.00 LV COMPUTE QQSTULEN 1 LZ COMPUTE QQSTULEN 1 LVFACT STANDARD 1.00 LZFACT STANDARD 1.00 .. n >:o ...... ) -i;:, >. (")" :X:~ I 3: . ) rn , :z ·~ -s : .. (J'I~ en JJ ....... ;. ... , ~ HAXFX STANDARD 1.00 HAXFV STANDARD 1.00 HAXFZ STANDARD 1.00 HAXHX STANDARD 10.00 HAXMV STANDARD 10.00 HAXHZ STANDARD 10.00 MAXKLR STANDARD 300.00 MXTRIALS STANDARD 100.00 PF STANDARD 1.00 PRIOlA STANDARD 1.00 SDSWAVV STANDARD 2.00 SDSWAVZ STANDARD 2.00 SECNDARY STANDARD 1.00 TBLNAH STANDARD AISC70 TRACE STANDARD 1.00 UNLCF COMPUTE QQSTULEN VALUES STANDARD 1.00 USER DATA SET CONSTRAINT DICTIONARY------------/ NAME RETRIEVAL STRUDL DATA SET CONSTRAINT DICTIONARY------------/ NAME RETRIEVAL AX AY AZ IX IV IZ sv sz YO ZD FLTK WBTK VD/AFL RV RZ vc zc WEIGHT TYPE D B TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR TABULAR 1 1 1 1 1 1 1 1 1 1 ********** LOADING DATA ********** LOADING -1 DEAD LOAD STATUS -ACTIVE MEMBER AND ELEMENT LOADS----------------------------------------------------------------------------------------------1 --Ul )>;_'D -1 ~..) -·:;) l>. o--n :I:'.Jl • ~ .•} rn ) zi~ -1 ... .j':ll. (J1 • c:n UJ ..... ( ·. -:, c:.n MEMBER/ElEMENT 101 UNIFORM LOAD GL FORCE v FR 102 UNIFORM LOAD GL FORCE v FR 103 UNIFORM LOAD GL FORCE v FR 104 UNIFORM LOAD GL FORCE v FR 105 UNIFORM LOAD GL FORCE v FR LOADING -101 SEISMIC LOAD COMBINATION GIVEN -1 1.880 METHOD -ALGEBRAIC SUM **************************************** * END OF DATA FROM INTERNAL STORAGE * **************************************** w -0.136 LA 0.0 LB w -0.136 LA 0.0 LB w -1.582 LA 0.0 LB w -1.582 LA 0.0 LB w -0.136 LA 0.0 LB 1.000 1.000 1.000 1.000 1.000 STATUS -ACTIVE ~ l> 11 ....... 'Q _, ) ':l >. nn :r: :.o ~ ·.,. , ., Z• -· •'\) .. . ..... .~: U'l,r:. • a.· CD """"' c.~.j (J) STIFFNESS ANALYSIS TIME FOR CONSISTENCY CHECKS FOR 5 MEMBERS TIME TO GENERATE 5 LOCAL ST & MA MATRICES TIME TO PROCESS MEMBER RELEASES TIME TO PROCESS 5 MEMBER LOADS TIME TO ASSEMBLE THE STIFFNESS MATRIX TIME TO PROCESS 6 JOINTS TIME TO SOLVE WITH 1 PARTITIONS TIME TO PROCESS 6 JOINT DISPLACEMENTS TIME TO PROCESS 5 ELEMENT DISTORTIONS TIME FOR STATICS CHECK TIME TO GENERATE COMBINED RESULTS OUT DEC 6 LIST DISPLACEMENTS ALL 0.01 SECONDS 0.02 SECONDS 0.0 SECONDS 0.02 SECONDS 0.01 SECONDS 0.01 SECONDS 0.01 SECONDS 0.0 SECONDS 0.02 SECONDS 0.0 SECONDS 0.02 SECONDS .... ~U1 -00 _,0 -~o )"->. nm :x:oo 3: :~•) 1""1(.') ::z .. .... I') ~ Ot~ m co ...... «:· .. i -J **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS INCH KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING -1 DEAD LOAD RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT /-----------------DISPLACEMENT-----------------1/-------------------ROTATION-------------------/ 1 4 6 GLOBAL GLOBAL GLOBAL X DISP. Y DISP. Z DISP. X ROT. Y ROT. Z ROT. 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.000003 o.o RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT 2 3 5 GLOBAL GLOBAL GLOBAL LOADING -101 /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. Y DISP. Z DISP. X ROT. Y ROT. Z ROT. 0.0 0.0 0.0 SEISMIC LOAD -0.001537 -0.000482 -0.000274 -0.000025 0.000015 -0.000003 RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT 1 4 6 GLOBAL GLOBAL GLOBAL ~ ~.' /-----------------DISPLACEMENT-----------------1/-------------------ROTATION-------------------/ X DISP. Y DISP. Z DISP. X ROT. Y ROT. Z ROT. 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.000005 0.0 -~ (.11 -()) --0 .. 0 :t • ca. :J:OQ I :t ~, r"' (') :Z• -1\) ..... U1f'" en OJ ...... i:-:-, o:.- I I I • I 1-10 I a:: I IN I I I I I I z 0 -..... c(l- 1-0 oa:: a:: I> I I I ' I I I I I I • ..... tO •a:: I I)<; I I I ....... ....... I I I I I I Q. I II\ 1- 10 I IN I I I I I 1-z 1.&.1 :E• I.&.ICI. II\ UCI\ 1-ce-z ...JO -a.. o en> ,., -0 II\ I 1-I 0.. Z Ill\ 1.&.1 ·- COCO&.n '01-NQ QQQ QQQ QQQ QQQ QQQ I I 0,...10 cno-cocn&.n NOQ QQQ QQQ QQQ I I I :E 10 QQQ 1.&.1 I U I)<; QQQ c( I ...J I Cl. I "' ....... -0 1-z -0 ,., 1- 11: c ...J ::I "' w a:: 1-z -0 ,., 15800. 68-SC-214-68 1-..... N ..... I.&. I.) w In 0 1-..... 1-z :::::> :::::> 0 ..J ..J < In ..... I.) a: 0 u.. 1- In ...... ..J I 5800. 68·SC.214-6S A., • ACHM£N i 5 .J 130 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING -1 MEMBER FORCES MEMBER JOINT 101 1 101 2 102 2 102 3 103 3 103 4 104 4 104 5 105 5 105 6 LOADING -101 MEMBER FORCES MEMBER JOINT 101 1 101 2 102 2 102 3 DEAD LOAD /--------------------FORCE --------------------11--------------------MOMENT --------------------/ AXIAL SHEAR Y SHEAR Z TORSIONAL BENDING Y BENDING Z 0.0 o.o 0.0 0.0 0.0 0.0 o.o o.o 0.0 0.0 SEISMIC LOAD 18.54 -6.73 6.73 5.76 -5.76 69.36 77.77 5.00 -5.00 16.90 91.47 -0.00 -0.00 3.70 -3.70 -122.12 122.12 36.51 -36.51 -43.32 /--------------------FORCE --------------------//--------------------MOMENT --------------------/ AXIAL SHEAR Y SHEAR Z TORSIONAL BENDING Y BENDING Z 0.0 34.86 171.96 0.0 -12.64 -0.00 0.0 12.64 -0.00 0.0 10.83 6.95 . ..~~ ~ ·~n . 00 0 )~ 0 ~~ -I ::!,tf) p. ("') :Z• -1'\) ...... Ol~ • 0'\ OJ ....... (.._, ...... IIHlO (I)."". Ollt:lln 1010 • . . . . . . IOOtOICIOCI0.-1 INNIOIOCIO NN I I I f'I)(StOOOI' CIO~N••r--• . . . . . OOIOOIOt.-1 ..... ~. ·~ I ......... 000000 000000 ~~··In In 000000 .......................... 1 ~B00.68·SC·214·6B h• • hCHMENl. 5 ..J ..J < VI z 0 ..... ,_ u < 1.1.1 a: ,_ VI -..J 1 5800. 68·SC·214·6B • •·• ••• _,,1 ........ _v 133 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING - 1 DEAD LOAD RESULTANT JOINT LOADS -SUPPORTS JOINT 1--------------------FORCE --------------------//-------------------MOMENT -------------------/ 1 4 6 GLOBAL GLOBAL GLOBAL LOADING -101 X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 0.0 0.0 0.0 SEISMIC LOAD 18.54 147.12 16.90 91.47 -0.00 -43.32 RESULTANT JOINT LOADS -SUPPORTS JOINT 1 4 6 GLOBAL GLOBAL GLOBAL 1--------------------FORCE --------------------//-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT o.o 0.0 o.o 34.86 276.59 31.77 171.96 -0.00 -81.44 ...._. :.:..~ 0 -0 ~­ Oa. :ceo I :S:(I) 1"'1("') :Z• _, 1\.) ...... O'lf'> m ..... c.; ~ ..... .... VI -...J c:J z -c < 0 ...J It! . 0 0 VI c u < a:: 1.1.. z: 8 .... u I..IJ VI It! 0 ..... 0 .... ..... 0 ..... VI a:: w Ill % w % w Q. 0 ...J w > z: w w u a:: 0 1.1.. .... Vl ..... ...J 15800.68.SC-214.6B Ai • ACHMENi 5 135 **************************** *RESULTS OF LATEST ANALYSES* ***************•************ PROBLEM -APA TITLE -BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 o.o 0.500 0.0 o.o 1.000 0.0 0.0 MEMBER 102 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 1 1 1 1 1 1 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING -18.54 0.0 0.0 0.0 -91.47 -18.54 0.0 -12.63 0.0 -12.63 0.0 -6.73 0.0 -6.73 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 1 -91.47 1 -35.04 1 -35.04 1 -0.00 1 -0.00 1 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING -6.73 0.0 0.0 0.0 -0.00 ,.._ ... (Jl ..: co 0 ) ? c.m l:I (X) -I ~~ C•l r•. n 1?-N t ...... 10'1 f> ..... L.~ OJ Q) OJ 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER 1 0.0 1 0.0 1 0.0 1 o.o 1 0.0 1 103 1-------------------AXIAL 0.0 1 0.0 1 0.0 1 o.o 1 o.o 1 0.0 1 104 1 -6.73 0.0 o.o 0.0 -0.00 1 -0.48 0.0 o.o o.o 13.79 1 -0.48 o.o 0.0 0.0 13.79 1 5. 76 0.0 o.o o.o 3.70 1 5.76 0.0 0.0 0.0 3.70 1 FORCE -------------------//-------------------MOMENT -------------------/ V SHEAR Z SHEAR TORSION V BENDING Z BENDING 5.76 0.0 5. 76 o.o 37.56 o.o 37.56 0.0 69.36 0.0 69.36 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 o.o 3.70 1 3.70 1 -32.58 1 -32.58 1 -122.12 1 -122.12 1 /-------------------FORCE -------------------11-------------------MOMENT -------------------1 AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o -77.77 o.o o.o o.o -122.12 1 1 o.o -77.71 0.0 0.0 0.0 -122.12 1 1 o.o -36.38 0.0 o.o o.o 2.31 1 1 0.0 -36.38 0.0 0.0 0.0 2.31 1 1 0.0 5.00 0.0 o.o 0.0 36.51 1 1 0.0 5.00 0.0 0.0 0.0 36.51 1 1 105 -'"I U'l : (X) • 0 '"t 0 &:8; ;;.~ r•, n :;,;:• • N .... Cl1t" 0'11 m ,_. C."' -~ DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 FR 0.0 5.00 o.o 0.0 o.o 1 0.0 5.00 0.0 0.0 0.0 1 0.500 0.0 10.95 0.0 0.0 0.0 1 0.0 10.95 0.0 o.o 0.0 1 1.000 0.0 16.90 0.0 o.o 0.0 1 0.0 16.90 o.o o.o o.o 1 -------------------1 Z BENDING 36.51 1 36.51 1 7.44 1 7.44 1 -43.32 1 -43.32 1 -~ • U1 ·co 0 ·o ~-. 0~ :r. ::--t,.) fT,o ~· • I'\) -. ._. ~­(11, 0\ ro ...... L.i 0) 139 In . Q . Q <n 0 u < 0:: u.. z: 0 -1-u UJ <n ICI Q ..... 0 1- ..... Q ..... <n 0:: w CCI z: w z: w Q.. 0 ..... ...J 0 UJ ..... > z: 1-UJ <n ..... UJ ...J u 0:: C!:l 0 z: u.. ..... 0 1-< <n 0 ..... ...J ...J **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--REANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE 1-------------------FORCE FROM START AXIAL Y SHEAR 0.0 FR 0.0 -34.86 101 o.o -34.86 101 0.500 o.o -23.75 101 0.0 -23.75 101 1.000 0.0 -12.64 101 o.o -12.64 101 MEMBER 102 -------------------11-------------------HOHENT Z SHEAR TORSION Y BENDING 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 o.o o.o o.o 0.0 -------------------1 Z BENDING -171.96 101 -171.96 101 -65.88 101 -65.88 101 -0.00 101 -0.00 101 DISTANCE FROM START /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 -12.64 o.o o.o 0.0 -0.00 ...... ~· 01 ..... 00 ... 0 )!· 0 o· J:Fd :t• rn~ Z• ~I\) ..... U'l~ • ....... ~ 0 en m 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 101 0.0 -12.64 0.0 o.o 0.0 101 0.0 -0.91 o.o o.o o.o 101 o.o -0.91 0.0 0.0 0.0 101 0.0 10.83 o.o o.o 0.0 101 0.0 10.83 o.o 0.0 0.0 101 103 1-------------------FORCE -------------------//-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 10.83 0.0 0.0 0.0 101 0.0 10.83 0.0 o.o 0.0 101 0.0 70.61 o.o 0.0 o.o 101 0.0 70.61 o.o o.o o.o 101 o.o 130.39 0.0 o.o o.o 101 o.o 130.39 0.0 o.o o.o 101 104 /-------------------FORCE -------------------//-------------------MOMENT AXIAL Y SHEAR Z SHEAR TORSION Y BENDING 0.0 -146.20 0.0 o.o 0.0 101 0.0 -146.20 101 o.o -68.40 101 o.o -68.40 o.o o.o 101 101 101 9.40 9.40 o.o 0.0 0.0 o.o o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 MEMBER 105 101 -0.00 101 25.92 101 25.92 101 6.95 101 6.95 101 -------------------1 Z BENDING 6.95 101 6.95 101 -61.25 101 -61.25 101 -229.58 101 -229.58 101 -------------------1 Z BENDING -229.58 101 -229.58 101 4.34 101 4.34 101 68.64 101 68.64 101 ...... :r (J1 . (X) 0 ..,. 0 ... . ~g; :c· ~· (/) p·, (") :Z• ..... 1\.) .... 01-f- (J) OJ ,._.. ~ ........ DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 FR o.o 9.40 0.0 0.0 0.0 101 0.0 9.40 o.o o.o 0.0 101 0.500 0.0 20.59 0.0 o.o 0.0 101 0.0 20.59 o.o 0.0 0.0 101 1.000 o.o 31.77 o.o 0.0 o.o 101 o.o 31.77 o.o 0.0 0.0 101 -------------------1 Z BENDING 68.64 101 68.64 101 13.99 101 13.99 101 -81.44 101 -81.44 101 -:t 01 ... 00 -0 J. 0 ~& :c-• f{j(/) 2~ -1\) .... ..,~ • Ol o:J ........ H--"'- l-.J ::1: VI -z -..... 15800. 68-SC-214-68 A. a i n~Ha'wl~l'i • o 143 THE FOLLOWING LOAD MODULES WERE ACCESSED DURING THIS RUN: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT STBPLN 79.262 11.49.44 STCHCK 82.041 10.09.24 STCOMP 80.365 16.19.32 STCONS 83.314 23.21.27 STD1BS 79.282 15.47.26 STD2BS g3.314 23.04.06 STEDTA 80.203 15.02.27 STGEN 1.344 17.18.04 STINTR 83.314 23.11.57 STJPVP 83.314 22.46.02 STLDTA 83.314 22.49.28 STLGRP 82.060 15.05.08 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 STMBLD 81.350 17.48.07 STMBPR 79.269 12.23.52 STMDLS 83.314 23.17.16 STMREL 83.314 22.41.03 STORCO 83.314 22.41.03 STORID 83.314 22.39.02 STPOW 83.314 23.21.27 STRELT 83.314 22.41.03 STSOTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSTDP 83.314 23.26.06 STSUB 83.314 21.49.26 STTDTA 80.365 16.42.23 STUN IT 83.314 23.21.27 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 ~ ~ ... LOAD MODULE STCMLD STC2LD STD3BS STINMD STLDNG STLIST STM8IN STMDDP STNUTP STPDTA STRLDP STSLVP STSW16 STVEAS ST346 • DATE/TIME OF LINK-EDIT 83.314 22.17.58 83.314 22.17.58 83.314 22.55.50 85.177 11.06.20 81.350 17.48.07 83.314 23.17.16 83.314 22.41.03 83.314 23.14.46 83.314 23. 21.27 81.344 17.14.31 83.314 22.31.31 83.322 10.36.16 85.171 15.38.59 83.314 22.15.04 80.200 15.39.56 ,......:l ~ u; , .. 0:. c . -.=_: 'o ,,. ~ ,.,._ ·--' ~ • . (}) , f ,. ' I ·4c I''; 1-...t ·.n ~ • 01 (0 ....... If'>. ..... THE •vLlOWING COBS WERE ACCESSED DURING THIS RUN: COB DATE/TIME OF COMPILATION COB CON' B5.171 09.24.41 DSPEC' GETID' 85.171 09.24.54 HHCON' HHMR2' 85.171 09.24.56 HHT999' JOI' 85.171 09.24.59 LIST MBLD 85.171 09.25.05 MBLIST* MEM' 85.111 09.25.06 MRERED' PRDAT' 85.171 09.25.12 PRJ' PRSUB' 85.171 09.25.14 RDLIST' REL' 85.171 09.25.18 REREAD' STRUDl I 85.171 09.26.11 TYP' WCOM 85.171 09.25.40 ZBAND' DATE/TIME OF COMPILATION COB 85.171 09.24.47 FIN' 85.171 09.24.56 HHMR1' 85r 171 09.24.56 INC' 85.171 09.25.01 lOA' 85.171 09.25.05 MDF' 85.171 09.25.07 OUT' 85.171 09.25.13 PROP 85.171 09.25.17 RDLIST' 85.171 09.25.21 STIFFN' 85.171 09.25.38 UNI' 85.171 09.26.10 DATE/TIME OF COMPILATION 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.02 85.171 09.25.06 85.171 09.25.10 85.171 09.25.14 85.171 09.25.17 85.171 09.25.32 85.171 09.25.39 .... U1 ;l:· Ol •··· 0 •··. 0 )>. (")~ :I:. ~(/) roo z;..;. -~ .... • "'e:n [D ..... ... ~ c:..rt ****A •• END •• JOB 6647 •• R1209D01 .• R.STKNHET1 ****A •• END •. JOB 6647 •• R1209001 •• R.STINNETT ****A •• END •• JOB 6647 •• R1209001 •• R.STINNETT DDDDDDD DDDDDDDD DO DO DO DO DO DO DO DO DDDDDDDD DDDDDDD RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 11 111 11 11 11 11 11111111 11111111 DDDOOOO DDDDDDDD DO DO DO DO DO DO DO DO DDDDDDDD DDDDDDD vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv .. .... .. 222222 22222222 22 222 222 222 222 22222222 22222222 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv ssssss TTTTTTTT ssssssss TTTTTTTT ss TT sssssss TT sssssss TT ss TT ssssssss TT ssssss TT I? 222222 22222222 II 22 222 /' 222 222 222 22222222 22222222 ****A .• END •• JOB 6647 •• R1209D01 •• R.STINNETT ****A •• END •• JOB 6647 •• R1209D01 •• R.STINNETT ****A .. END •• JOB 6647 .• R1209001 •. R.STINNETT .. ~« .... JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ I III II II IIIIIIII II II II II IIIIIIII IIIIIIII 222222 22222222 22 222 222 222 222 22222222 22222222 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV .FLOOR DV .FLOOR DV 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN II i' ~? 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 • 12 08 13 PM •• 12I22187 •• R6.PR2 • 12 08 13 PM •• 12122187 •• R6.PR2 • 12 08 13 PM •• 12122187 •• R6.PR2 BBBBBBB BBBBBB88 8B BB 8BBBBBB 8BBB88BB 8B 8B 88888888 8BB8BBB NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN 888888 88888888 88 88 888888 88888888 88 88 88888888 888888 88B888B BBB88888 88 88 B888888 8B888BB8 88 BB 88B8B8BB 8BB8B8B EEEEEEEE EEEEEEEE EE EEEEEEE EEEEEEE EE EEEEEEEE EEEEEEEE 77777777 77777777 777 777 777 717 777 777 666666 66666666 66 6666666 66666666 66 66 66666666 666666 TTTTTTTT TTTTTTTT TT TT TT TT TT TT 666666 66666666 66 6666666 66666666 66 66 66666666 666666 •• SYS.Cl68 •• J08 6647 •• •• SYS.C168 •• JOB 6647 •• •• SYS.C168 •• JOB 6647 •• 666666 4444 66666666 44444 66 444 44 6666666 444 44 66666666 44444444 66 66 44444444 66666666 44 666666 44 TTTTTTTT TTTTTTTT TT TT TT TT TT TT DODD DOD DDDDDDDD DO DO DO DO DO DO DO DO DDDDDDDD DODD ODD 666666 66666666 66 6666666 66666666 66 66 66666666 666666 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 4444 44444 444 44 444 44 44444444 44444444 44 44 .FLOOR DV • 12 08 14 PM •• 12122187 •• R6.PR2 •• SYS.C168 •• JOB 6647 •• .FLOOR DV • 12 08 14 PM .• 12I22187 •• R6.PR2 •• SVS.C168 •• JOB 6647 •• .FLOOR DV • 12 08 14 PH .. 12122187 •• R6.PR2 •• SVS.Cl68 •• JOB 6647 .. Ei-40 .• A**** END •• A**** END •• A**** 77717777 17777177 777 777 777 777 777 777 11 ..... 111 > U1 11 .. co 11 -s 0 11 ~ 0 u1111 1 en 11 ~. 1111111 co ·• it (I) ..,.n ~;.., -. ..... ... a. m 77777777 77777777 777 777 777 777 717 777 END END END ( •• A**** •• A**** .....,. •• A**** ~ ClJ .. ****A •• s •. _,f •• JOB 6619 •• R1209001 •. R.STINNETT ****A •• START .. JOB 6619 •. Rl209001 •• R.STINNETT ****A •• START .. JOB 6619 •• R1209001 •• R.STINNETT DDDDDDO DDDDDDDD DO OD DO DO DO DO DO DO DDDDDDDD DDDDDDD RRRRRRR RRRRRRRR RR RR RRRRRRR RRRRRRRR RR RR RR RR RR RR 11 111 11 11 11 11 11111111 11111111 DODD DOD DODD DODD DO DO DO DO DO DO DO DO DODD DODD DDDDDDD vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv .. .. "' . .. 222222 22222222 22 222 222 222 222 22222222 22222222 vv vv vv vv vvv vvv vv vv vv vv vvvv vvvv vv ssssss TTTTTTTT ssssssss TTTTTTTT ss TT sssssss TT sssssss TT ss TT ssssssss TT ssssss TT II 222222 II 22222222 I~? 22 222 222 222 I? 222 22222222 I 22222222 ****A •• START •• JOB 6619 •• R1209001 •• R.STINNETT ****A •• START •• JOB 6619 •• R1209001 •• R.STINNETT ****A •• START .. JOB 6619 •. R1209001 •• R.STINNETT JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ 11111111 IIIIIIII II II II II IIIIIIII II II II II 222222 22222222 22 222 222 222 222 22222222 22222222 JJ JJ JJ JJ JJ JJ JJ JJJJJJJJ JJJJJJ .FLOOR DV .FLOOR DV .FLOOR DV 000000 00000000 00 00 00 00' 00 00 00 00 00000000 000000 NN NN NNN NN NNNN NN NNNNN NN NN NNNNN NN NNNN NN NNN NN NN II I? II l? I 000000 00000000 00 00 00 00 00 00 00 00 00000000 000000 .FLOOR DV .FLOOR DV .FLOOR DV • _ 36 09 AM •• 12122187 •• R6.PR2 • 11 36 09 AH •• 12122I87 •• R6.PR2 • 11 36 09 AH •• 12122187 •• R6.PR2 BBBBBBB 666666 BBBBBBBB 66666666 BB BB 66 BBBBBBB 6666666 BBBBBBBB 66666666 BB BB 66 66 BBBBBBBB 66666666 BBBBBBB 666666 NN NN EEEEEEEE TTTTTTTT NNN NN EEEEEEEE TTTTTTTT NNNN NN EE TT NNNNN NN EEEEEEE TT NN NNNNN EEEEEEE TT NN NNNN EE TT NN NNN EEEEEEEE TT NN NN EEEEEEEE TT 888888 77777777 88888888 77777777 88 88 777 888888 771 88888888 777 88 88 777 88888888 777 888888 777 BBBBBBB 666666 BBBBBBBB 66666666 BB BB 66 BBBBBBB 6666666 BBBBBBBB 66666666 BB BB 66 66 BBBBBBBB 66666666 BBBBBBB 666666 • 11 36 10 AH •• 12122187 .• R6.PR2 • 11 36 10 AH •• 12122I87 •• R6.PR2 • 11 36 10 AH .• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 6619 •• STA~ A**** •• SVS.C168 •• JOB 6619 •• START •• A**** •• SVS.C168 •• JOB 6619 •• START •• A**** 666666 11 999999 66666666 111 99999999 66 11 99 99 6666666 11 99999999 66666666 11 9999999 66 66 11 99 66666666 11111111 99999999 666666 11111111 999999 TTTTTTTT TTTTTTTT TT TT TT TT TT TT DOD DODD DDDDDDDD DO DO DO DO 000000 00000000 00 00 00 00 11 111 11 11 DO DO 00 00 11 .... DO DO DODD DODD ODD DODD 666666 66666666 66 6666666 66666666 66 66 66666666 666666 00 00 00000000 000000 11 111 11 11 11 11 11111111 11111111 11 CJ1 11111111~ 0) 11111111 ~ 0 . 999999 99999999 99 99 99999999 9999999 99 99999999 999999 .. ,·o >. ncn :c~ 3: :n 1"'10 Z• •. ; N ..... tnt' ~ OJ •. SVS.C168 •• JOB 6619 •• START .• A**** ~ •• SVS.C168 •• JOB 6619 •• START •• A**** •• SVS.C168 •• JOB 6619 •• START •• A**** ~ -J *********************************************************************** * COMPUTER SYSTEM SCHEDULE EASTERN STANDARD TIME * MON-FRI 07:30 -00:15 AM ALL SYSTEMS, CICS 07:30-21:00 * SAT. 07:30 AM -16:00 PM ALL SYSTEMS * SUN. 08:00 AM -16:00 PM ALL SYSTEMS * * * * * * * * * * *********************************************************************** * * * IF YOU HAVE ANY PROBLEMS COMMUNICATING WITH AN ONLINE SYSTEM * * CALL X-5788 FOR HELP. A MEMBER OF THE COMMUNICATIONS DEPARTMENT * * WILL BE GLAD TO ASSIST YOU. * * DURING SYSTEM OUTAGES CALL X-1170 FOR A RECORDED MESSAGE WHICH * * WILL DESCRIBE THE SITUATION. * *********************************************************************** * * * * * * * * * * * * *********************************************************************** * * * THE COMPUTER DEPT. DISTRIBUTES INFORMATION ABOUT IMMEDIATE CHANGES * * AND/OR PROBLEMS VIA A FLASH SYSTEM. IF YOU WOULD LIKE TO RECEIVE * * ANY OF THE FLASHES WE DISTRIBUTE PLEASE CONTACT RALPH GENTILE * * 245/5 AT EXT 1036. * * * *********************************************************************** XX XX xxxx XX xxxx XX XX * * * AAAAA AA AA AAAAAAA AA AA AA AA * * * * * * * * * * * * * * * * *** * ***** ** **** *** ** **** ***** ******* ********** * * * ************* * * * *** *************** * * ** ********* *** ********* ** *** ****** ***** * * * * * * * * * * * * * * * * * * ..... * )> Ul .. '""'"! 00 * ..... 8 * ::t'-• * * ~ g; a: en n·• o :Z• 1\) ..... <nt' (J) il'J ..... ~ 00 J E S 2 J 0 8 L 0 G --S Y S l E H C 1 6 ~ ·-N 0 D E J E S 2 8 0 S 11.35.02 JOB 6619 $HASP373 R1209001 STARTED -INIT 18 -CLASS A -SYS C168 11.36.07 JOB 6619 +HDC0011 ------------------------H=047 S=OOOOO E=00065 11.36.08 JOB 6619 $HASP395 Rl209001 ENDED ------JES2 JOB STATISTICS ------ 22 DEC 87 JOB EXECUTION DATE 118 CARDS READ 1,883 SVSOUT PRINT RECORDS 0 SYSOUT PUNCH RECORDS 134 SVSOUT SPOOL KBYTES 1.09 MINUTES EXECUTION TIME .- )>0'1 "'-100 -io ::r--0 o· :I:~ S'' rr (I) I. I (") 2• --; 1\.l .- Ol..f::;l. I 0\ 01 """" ~ c;:., 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 IIR1209D01 JOB DV,R.STINNETT,MSGLEVEL=1 JOB 6619 ***JOBPARM R=360K,T=1 JOB 6619 II EXEC STRUDLSW,REGION=360K TIHE=1 XXSTRUDLSW PROC DD4=4096,CDBS=CDBR42,PRIM=300,SEC=300, 00000010 XX PRINT=A,OUTLIM=15000 00000020 ***************************************************** 00000030 *** ST -346 iSTRUDL-SW\ 06129185 C. E. DOHERTY ** 00000040 ************** ************************************** 00000050 XXSTRUDL EXEC PGM=LOADICES,PARM=V3ICEX5,REGION=1200K,TIME=5 00000060 XXFT06F001 DD SYSOUT=&PRINT,SPACE=(l995,(3000,300),RLSE), 00000070 IEF6531 SUBSTITUTION JCL -SYSOUT=A SPAC£=(1995 (3000 300),RLSE), XX DCB=(BLKSIZE=1995,LRECL=133 RECFH=FBA) OUTLfH=&OUfLIH 00000080 IEF6531 SUBSTITUTION JCL -DCB=1BLKSIZE=1995,LRECL=133,RECFH=FBA),OUTLIH=15000 XXFT06F002 DD SYSOUT=&PRINT,SPACE=(l995 1 (500,50),RLSE), 00000090 IEF6531 SUBSTITUTION JCL-SYSOUT=A 1 SPA~E=(1995,(500,SO),RLSE), XX DCB=(BLKSIZE=1995,LRECL=133 REC~H=FBA) 00000100 XXDD1 DD UNIT=SYSDA,SPACE=(TRK,l10,10)),DCB=DSORG=DA 00000110 XXDD2 DD DSN=ICES.DATA.STRUDL32,DISP=SHR,LABEL=(,,,IN) 00000120 XXDD3 DD DSN=ICES.MAC.&CDBS,DISP=SHR,DCB=BLKSIZE=4096,LABEL=(,, IN) 00000130 IEF6531 SUBSTITUTION JCL -DSN=ICES.HAC.CDBR42,DISP=SHR,DCB=BLKSIZE=4096,LABEL=(,,,IN) XXDD4 DD UNIT=SYSDA,SPACE=(&DD4,(&PRIM,&SEC)), 00000140 IEF6531 SUBSTITUTION JCL -UNIT=SYSDA,SPACE=(4096,(300,300)), XX DCB=(BLKSIZE=&DD4,DSORG=DA) IEF6531 SUBSTITUTION JCL -DCB=(BLKSIZE=4096,DSORG=DA) XXSTEPLIB DD DISP=SHR,DSN=ICES.EXECLIB.REL42 XX DD DISP=SHR,DSN=MDCLDR.REL42XA XXPRODLIB DD DISP=SHR,DSN=ICES.SYSTEM.REL42 XX DD DISP=SHR,DSN=ICES.MODULES.V03L03,LABEL=(,,,IN) XX DD DISP=SHR,DSN=ICES.MODULES.V03L02,LABEL=(,,,IN) XXFT07F001 DD SYSOUT=B XXFT25F001 DD DSN=STRUDLSW.DOC1.NEWS32(ACTHSG),DISP=SHR,LABEL=(,,,IN) XXFT26F001 DD DSN=STRUDLSW.DOC1.NEWS32(ALLHSG),DISP=SHR,LABEL=(,,,IN) *** PLOTTAPE DD SYSOUT=P XXFT05F001 DD DDNAME=SYSIN IISYSIN DD * GENERATED STATEMENT 00000150 00000160 00000170 00000180 00000190 00000200 00000210 00000220 00000230 00000240 00000250 ,_, -;) t')y --i~ ...... 0 ).• C'J (.) (;) ::L ()'_; ' I -. ' ~ •.,~ Tl J .-' . :..:t !'• ~ C .I , C..$ :_j ...... ('_I\ c IEF2361 ALLOC. FOR R1209001 STRUDL IEF2371 JES2 ALLOCATED TO FT06F001 IEF2371 JES2 ALLOCATED TO FT06F002 IEF2371 427 ALLOCATED TO DOl IEF2371 972 ALLOCATED TO 002 IEF2371 973 ALLOCATED TO SYS00064 IEF2371 977 ALLOCATED TO 003 IEF2371 7C1 ALLOCATED TO 004 IEF2371 974 ALLOCATED TO STEPLIB IEF2371 C4B ALLOCATED TO IEF2371 701 ALLOCATED TO PRODLIB IEF2371 437 ALLOCATED TO IEF2371 703 ALLOCATED TO IEF2371 JES2 ALLOCATED TO FT07F001 IEF2371 C54 ALLOCATED TO FT25F001 IEF2371 700 ALLOCATED TO SYS00066 IEF2371 C54 ALLOCATED TO FT26F001 IEF2371 JES2 ALLOCATED TO FT05F001 MDC0011 ----~-------------------M=047 S=OOOOO E=00065 IEF1421 R1209001 STRUDL -STEP WAS EXECUTED -COND CODE 0000 IEF2851 JES2.JOB06619.S0000102 SYSOUT IEF2851 JES2.JOB06619.S0000103 SYSOUT IEF2851 SYS87356.T113502.RAOOO.R1209001.R0000001 DELETED IEF2851 VOL SER NOS= PUB001. IEF2851 ICES.DATA.STRUDL32 IEF2851 VOL SER NOS= STR819. IEF2851 SYSCTLG.VSTR805 IEF2851 VOL SER NOS= STR805. IEF2851 ICES.MAC.CDBR42 IEF2851 VOL SER NOS= STR827. IEF2851 SYS87356.T113502.RAOOO.R1209001.R0000002 IEF2851 VOL SER NOS= PUB002. IEF2851 ICES.EXECLIB.REL42 IEF2851 VOL SER NOS= STR830. IEF2851 MDCLDR.REL42XA IEF2851 VOL SER NOS= STR825. IEF2851 ICES.SYSTEM.REL42 IEF2851 VOL SER NOS= STR808. IEF2851 ICES.MODULES.V03L03 IEF2851 VOL SER NOS= STR815. IEF2851 ICES.MODULES.V03L02 IEF2851 VOL SER NOS= STR809. IEF2851 JES2.JOB06619.S0000104 IEF2851 STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF2851 SYSCTLG.VSTR806 IEF2851 VOL SER NOS= STR806. IEF2851 STRUDLSW.DOC1.NEWS32 IEF2851 VOL SER NOS= STR814. IEF2851 JES2.JOB06619.SI000101 KEPT KEPT KEPT DELETED KEPT KEPT KEPT KEPT KEPT SYSOUT KEPT KEPT KEPT SYSIN -~ >...,. -.·» -tO >0 o· :r~ ac:· f"1 , z·~ -tN .... Ul~ • O't cu IEF3731 STEP ISTRUDL I START 87356.1135 IEF3741 STEP ISTRUDL I STOP 87356.1136 CPU OMIN 03.61SEC SRB OMIN 00.68SEC VIRT 1000K SYS 284K EXT 4K SYS 8860K .............................................................................................................................. 038 .JOB -R1209001, SUBMITTER -R.STINNETT , FLOOR -DV ~ READER TIME, DATE -11.35.01, 12122187 .STEP NUMBER -1, STEP NAME -STRUDL , PROGRAM NAME -LOADICtS, RAN FROM 11.35.03 TO 11.36.08 .ENDING CONDITION -RETURN CODE 0, REGION USED -1,284K, PERFORMANCE GROUP -20, SWAPS -0 .PAGEINS -40, PAGEOUTS -63, VIO PAGEINS -0, VIO PAGEOUTS -0 .CPU TIME -4.29 SECS, EXCPS -( 2,073 NON-VIO, 0 VIO), CPU UNITS - .SYSIN RECORDS -115, OPENS - ( 0 TAPE, 8 TEMP, 7 PERM), 9.89 SECS $12.20 COST = ...... C.'"l ........ .EXCPS/OONAME - 14/STEPLIB 9/FT25F001 367/001 9/STEPLIB + 1 149/002 79/PROOLIB 102/003 73/PROOLIB + 1 307/004 964/PROOLIB + 2 iEF375i*'jQB'iRi209DOii'StARf'87356:ii36''**························································································ IEF3761 JOB /R1209D01/ STOP 87356.1136 CPU OMIN 03.61SEC SRB OMIN 00.68SEC :tatA[.cpu'tiME·:······4:29"sEcs:·tatAL.Excps·:c·····2:o73.NoN:via:·········a·vio>:·tatAL·cpu'uNits·:······9:aa·sEcs················ .TOTAL JOB COST EXCLUDING PRINT CHARGES= $12.20 .................................................................................................................................... .... )>(JI .._.oo ..• g l>. om ::J:CX) I ~(f) fTl(") :Z• ..... ~ (J'1~ 0\ o::J, ..... C.'1 l'~ **************************************************** * * * * * * * MCAUTO ICES EXECUTIVE SYSTEM * * * * RELEAS~ 4.2 -06 JUN 1984 * * * * TIME-11:35:24 DATE-DEC 22, 1987 * * * * MODEL 81 VS2 REL 3.8 * * * * * * * **************************************************** ...... );-· (J1 ~00 -fo :C· 0 o:n ::r:oo <" ~ i : ~7 U1 • ') ) • ['0 .._£ ~-1-• en , ...... C.'1 w STRUDL 'APA' 'BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE' *********************************************** * * * ST-346 STRUDL-SW * * THE STRUCTURAL DESIGN LANGUAGE * * * * STONE & WEBSTER ENGINEERING CORP. * * BOSTON, MASSACHUSETTS * * VERSION 03 LEVEL 03 * * 11:35:53 12/22/87 * * * * SYSTEM LINK-EDIT DATE/TIME * * 85.177 15.13.01 * * * * SIZE OF POOL 51168 BYTES * * * *********************************************** ~ .. •. _. >'J'I -.oo -f~ )>0 n· :em 3: ,.., r•1-2 i"' 1\) ...... 01-r.:-• "' :.a ...... C..''t .ca. THE ~vLLOWING LOAD MODULES ARE CURRENTLY IN PRODUCTION: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT OUT COM 80.204 15.51.57 OUTDUP 80.204 15.51.57 STAISC 81.034 16.14.12 STAJF1 83.314 22.12.24 STALL 79.269 12.20.26 STAND 83.314 22.39.02 STBPLN 79.262 11.49.44 STCBIC 80.365 15.58.56 STCHCK 82.041 10.09.24 STCMLD 83.314 22.17.58 STCMZC 81.107 11.08.13 STCOMB 81.107 15.12.28 STCONS 83.314 23.21.27 STCREA 83.314 22.20.54 STDBSB 82.061 14.25.03 STDCLS 81.351 17.19.14 STDEIG 83.314 22.29.34 STDEX 81.351 17 .28. 50 STDJTJ 81.351 17.18.04 STDJTR 83.314 22.27.48 STDLEV 81.352 17 .16. 42 STDLIS 81.352 17.23. 44 STDMFD 83.314 23.08.48 STDMOR 83.314 22.57.30 STDPRT 81.352 17.24.37 STDRAY 81.352 17.28.54 STDRP1 81.352 17.25.18 STDRP2 81.352 17.25.18 STDSP 81.352 17.17. 56 STDSY1 80.204 08.47.32 STDUIP 81.352 17.31.21 STDUMP 80.200 15.23.54 STDXHH 81.352 17.27.14 STDXMM 81.355 08. 51.50 STD1BS 79.282 15.47.26 STD2BS 83.314 23.04.06 STECI2 81.344 17.13.28 STECI4 79.262 12.16.13 STERH1 79.262 12.17.40 STERH2 79.262 12.18.47 STERH5 80.365 16.23.11 STERH6 81.352 17.18.57 STEROR 83.314 22.54.12 STERR7 81.352 17.26.11 STERR9 81.352 17.20.37 STGEN 81.344 17 .18. 04 STINL T 81.352 17.28.06 STINMD 85.177 11.06.20 STJPVP 83.314 22.46.02 STJTSZ 79.269 12.23.52 STLDTA 83.314 22.49.28 STLGRE 82.141 07.57.14 STLIST 83.314 23.17.16 STLSEL 83.314 23.17.16 STMBEC 79.269 12.23.52 STMBIN 83.314 22.41.03 STMBPR 79.269 12.23.52 STMDDP 83.314 23.14.46 STMDWT 83.314 22.47.46 STMESS 80.203 11.10. 45 STNF17 81.107 11.39.46 STNUTP 83.314 23.21.27 STOPCN 80.365 16.36.43 STOR 83.314 22.39.02 STORID 83.314 22.39.02 STORLD 81.350 17. 48.07 STOTPS 81.352 17.35.35 STPDTA 81.344 17.14.31 STPL38 79.262 16.34.31 STPOW 83.314 23.21.27 STPPRI 79.262 16.36.54 STPUN 81.355 08.58.54 STRELT 83.314 22.41.03 STRLDP 83.314 22.31.31 STSDTA 83.314 22.32.37 STSE2L 83.314 22.34.41 STSTAT 80.203 11.11.44 STSTCM 82.041 17 .19. 48 STSUB 83.314 21.49.26 STSWDW 82.025 13.47.14 STSW11 81.352 17.19.47 STSW14 80.203 14.59.02 STSW16 85.171 15.38.59 STTCCH 80.365 16.39.14 STTECC 81.035 08.52.33 SHEDD 81.015 08.47.07 STTESM 82.039 17.06.20 STTGDV 83.314 21.43.24 STTOW1 83.314 21.39.35 STTOW2 83.314 21.32.52 STTSDC 80.366 08.36.08 STTSDP 80.366 08.37.17 STTSPA 80.366 08.40.12 STTSPI 80.366 08.40.12 STUN IT 83.314 23. 21.27 STUN IV 83.314 21.08.20 STVGAS 83.314 22.15.04 STVMAP 85.177 15.13.01 ST2UIP 81.352 17.31.21 ST346 80.200 15.39.56 LOAD MODULE DATE/TIME OF LINK-E~IT OUTPT 80.204 15.51.57 STAJF2 83.314 22.12.24 STANK1 81.351 17.14.42 STCCK 79.262 11.52.01 STCMYC 81.107 09.56.50 STCOMP 80.365 16.19.32 STC2LD 83.314 22.17.58 STDCMP 81.351 17 .11. 53 STDFTS 81.351 17.13.46 STDKCO 81.352 17.23.13 STDLS 81.352 17.31.21 STDORT 83.314 22.59.51 STORES 81.352 17.32.44 STDRP3 81.352 17.25.18 STDTIH 81.352 17.25.45 STDXEG 83.314 23.01.05 STDXSM 81.352 17.21.36 STD3BS 83.314 22.55.50 STEDTA 80.203 15.02.27 STERH3 79.262 12.19.30 STEROH 79.262 12.20.13 STERR8 81.352 17.32.53 STGRUP 83.314 22.43.34 STINTR 83.314 23.11.57 STLDNG 81.350 17.48.07 STLGRP 82.060 15.05.08 STLTRE 82.060 15.05.54 STMBLD 81.350 17.48.07 STMDLS 83.314 23.17.16 STMREL 83.314 22.41.03 STOERR 79.262 16.18.19 STORCO 83.314 22.41.03 STOSEC 79.262 16.25.27 STPL19 79.262 16.32.51 STPPAR 79.298 08.54.23 STPUNS 81.352 17.27.42 STRTER 79.263 08.55.52 STSLVP 83.322 10.36.16 STSTDP 83.314 23.26.06 STSWP2 81.352 17.26.36 STSW15 80.200 15.34.25 STTDTA 80.365 16.42.23 STTEQU 80.366 08.17. 49 STTGPV 80.366 08.26.41 STTPLC 83.314 21.18.56 STTSMC 80.366 08.38.23 STU LEN 83.314 21.11. 40 STVEAS 83.314 22.15.04 STlUIP 81.352 17.31.21 ~ .... >UI ... (X) ~0 >? ~~ 3: ln rn o :Z• • N ..... Ol~ en OJ ....... C.'"t c.n .,., THE FOLLOWING COBS ARE CURRENTLY IN PRODUCTION: COB DATE/TIME OF COMPILATION COB DATE/TIME OF COMPILATION CON' 85.171 09.24.41 DEAD 85.171 09.24.43 ECC' 85.171 09.24.52 END' 85.171 09.24.52 ERR105' 85.171 09.24.53 FIN' 85.171 09.24.54 GOES 85.171 09.24.55 HHCON' 85.171 09.24.56 HHMR2' 85.171 09.24.56 HHT999' 85.171 09.24.56 JNTLODIS 85.171 15.30.40 JOI' 85.171 09.24.59 LIST 85.171 09.25.01 LOA' 85.171 09.25.02 HBLD 85.171 09.25.05 HBLIST' 85.171 09.25.05 HEM' 85.171 09.25.06 HRERED' 85.171 09.25.07 NSPEC' 85.171 09.25.09 OUT' 85.171 09.25.10 PRDAT' 85.171 09.25.12 PRI' 85.171 09.25.13 PRSUB' 85.171 09.25.14 PRVAR' 85.171 09.25.15 RECC 85.171 09.25.18 REL' 85.171 09.25.18 SEC' 85.171 09.25.25 STIFFN' 85.171 09.25.32 TYP' 85.171 09.25.38 UNI' 85.171 09.25.39 XYWDAT' 85.171 09.25.43 ZBAND' 85.171 09.26.10 COH' 85.171 09.24.41 DUMP 85.171 09.24.47 SCAN 85.171 09.25.22 TEH' 85.171 09.25.37 WCOH 85.171 09.25.40 CNDES1' 85.171 09.24.39 CNSTR' 85.171 09.24.40 DEF' 85.171 09.24.44 PAR' 85.171 09.25.11 SEL' 85.171 09.25.26 TAK' 85.171 09.25.36 TPAR 85.171 09.25.38 DEL' 85.171 09.24.45 CSH' 85.171 09.24.42 DASTl' 85.171 09.24.43 DDAHP' 85.171 09.24.43 DINP 85.171 09.24.46 DYANA' 85.171 09.24.48 DVLOD' 85.171 09.24.49 DYN' 85.171 09.24.50 DYSTIT' 85.171 09.24.51 DYSUB' 85.171 09.24.51 INER 85.171 09.24.58 ITER 85.171 09.24.58 NORM 85.171 09.25.08 PUN' 85.171 09.25.16 SODOF' 85.171 09.25.24 STO' 85.171 09.25.35 WLIST' 85.171 09.25.42 RAY' 85.171 09.25.16 CRE' 85.171 09.24.41 GRO' 85.171 09.24.55 STRUDL2' 85.171 09.26.17 STRUDL50 85.171 09.26.18 DATA SET ICES.DATA.STRUOL32 LAST MODIFIED ON 09/26/85 12:04:58 COB DSPEC' EROERI I GETID' HHHRl I INC' JTLIST' LODIS' HDF' NOD' PLO' PROP RDLIST' REREAD' STIFLE' W9' CHE' PLANAR' THLD CNOES2' OPER SREAD' UNL' DAMP DEN' DYDRAW' DYREP' EST' HATR REPE STRUCT' ORA' STRUDL ' DATE/TIME OF COMPILATION 85.171 09.24.47 85.171 09.24.53 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.00 85.171 09.25.03 85.171 09.25.06 85.171 09.25.08 85.171 09.44.19 85.171 09.25.14 85.171 09.25.17 85.171 09.25.21 85.171 09.25.33 85.171 09.25.42 85.171 09.24.39 85.171 09.25.11 85.171 09.25.37 .- 85.171 09.24.40 >UI 85.171 09.25.09 ._.oo 85.171 09.25.31 -fo 85.171 09.25.39 >? 85.171 09.24.42 85.171 09.24.45 Ooa 85.171 09.24.48 XC» 85.171 09.24.50 &:en 85.171 09.24.53 85.171 09.25.04 ITIO 85.171 09.25.20 Z• 85.171 09.25.35 -eN 85.171 09.24.47 .. ~ 85.171 09.26.11 (11~ en aJ .... C.'l 0; 06/04/87 06/04/87 03/25/86 03/25/86 06/29/85 06/29/85 10/28/82 10/28/82 ST-346 STRUDL-SW *** NEWS *** ************************************************************************************************************** * ERROR -NEGATIVE BETA ANGLES ************************************************************************************************************** IF A MEMBER HAS A NEGATIVE BETA ANGLE AND IS LOADED BY A LATERAL MEMBER LOAD, THEN All SECTION RESULTS FOR THAT MEMBER WILL BE INCORRECT EXCEPT AT THE MEMBER END. WORKAROUND: INPUT THE POSITIVE EQUIVALENT OF THE NEGATIVE BETA ANGLE. ********************************************************************************************************************** * ERROR -MEMBER LOADS ON YZ PLANE FRAME MEMBERS * ********************************************************************************************************************** IFL FOR A YZ PLANE FRAME MEMBER, A MEMBER LOAD IS SPECIFIED, THE GLOBAL Y-PROJECTION OF THE MEMBER IS NEGATIVEf AND THt GLOBAL Z-PROJECTION OF THE MEMBER IS NON-ZERO, ANALYSIS RESULTS WILL BE ERRONEOUS. THIS ERROR HAS EXISTED N STRUDL-SW SINCE VERSION 00 LEVEL 00. IT WILL BE CORRECTED IN THE NEXT RELEASE OF THE PROGRAM. WORKAROUND: REVERSE THE JOINT ORDER FOR THE MEMBER IN THE MEMBER INCIDENCES COMMAND. ********************************************************************************************************************** * VERSION 03 LEVEL 03 -JUNE 29 1985 * ********************************************************************~************************************************* THIS RELEASE OF ST-346 CONTAINS NO CHANGES FROM VERSION 03 LEVEL 02 OTHER THAN A NEW OPERATING SYSTEM (MVS/XA) AND A NEW ICES EXECUTIVE SYSTEM (MCAUTO'S RELEASE 4.2). ********************************************************************************************************************** * WARNING -LARGE ANALYSES * ********************************************************************************************************************** STATIC ANALYSES WITH MORE THAN 5000 DEGREES OF FREEDOM, AND DYNAMIC ANALYSES WITH MORE THAN 1000 DEGREES OF FREEDOM SHOULD BE DISCUSSED WITH THE COMPUTER DEPARTMENT PERSONNEL BEFORE THEY ARE SUBMITTED FOR EXECUTION. TO SUPPRESS THESE MESSAGES. ADD MESSAGE 'OFF' AFTER YOUR TITLE ON THE STRUDL CARD. ... > ., :1g l>. Ocn :r:co .S::i, ,.,, I,"'") Z• N ....... 0'11" m OJ ...... C.'1 --.i UNITS KIPS FEET $******************************************************************** JOINT COORDINATES 1 0.00 0.00 SUPPORT 2 7.24 0.00 3 14.89 0.00 4 18.24 o.oo SUPPORT 5 22.60 0.00 6 29.89 0.00 SUPPORT ....... 7 31.57 0.00 SUPPORT )>0'1 . (X) 8 33.24 0.00 SUPPORT -io -to l>. 9 34.74 0.00 SUPPORT am 10 36.24 0.00 SUPPORT :coo :s:· 11 37.74 0.00 SUPPORT ,..,en 12 39.24 o.oo SUPPORT :z~ -eN ..... 13 40.74 0.00 SUPPORT . ~ (J1 I SUPPORT 14 42.24 0.00 m OJ 15 43.74 0.00 SUPPORT 16 45.24 0.00 SUPPORT 17 46.74 0.00 SUPPORT 18 48.24 0.00 SUPPORT 19 49.44 0.00 SUPPORT 20 50.64 0.00 SUPPORT $ JOINT 4 RELEASE MOMENT l JOINT 6 RELEASE FORCE X MOMENT l KFV 6050. JOINT 7 RELEASE FORCE X MOMENT l KFV 12100. JOINT 8 RELEASE FORCE X MOMENT l KFV 11530. JOINT·9 RELEASE FORCE X MOMENT l KFV 11120. """"" C..'l Oj JOINT 10 h~~EASE FORCE X MOMENT Z KFV 11450. JOINT 11 RELEASE FORCE X MOMENT Z KFV 11770. JOINT 12 RELEASE FORCE X MOMENT Z KFY 12100. JOINT 13 RELEASE FORCE X MOMENT Z KFV 12420. JOINT 14 RELEASE FORCE X MOMENT Z KFV 12740. JOINT 15 RELEASE FORCE X MOMENT Z KFV 13070. JOINT 16 RELEASE FORCE X MOMENT Z KFV 13390. JOINT 17 RELEASE FORCE X MOMENT Z KFV 13720. JOINT 18 RELEASE FORCE X MOMENT Z KFY 12590. JOINT 19 RELEASE FORCE X MOMENT Z KFY 11230. $******************************************************************** TYPE PLANE FRAME MEMBER INCIDENCES 101 1 2 102 2 3 103 3 4 104 4 5 105 5 6 106 6 7 107 7 8 108 8 9 109 9 10 110 10 11 111 11 12 112 12 13 113 13 14 114 14 15 115 15 16 116 16 17 117 17 18 -.& vi 1UJ io -:-., 0 ' ) Jl :.1:00 "-;::» I :....::. :f) r'l (') "":'J1 I ~u ·'·:-, <71 i· <..J) CJ ....... c.rt ~ ~ 118 18 19 119 19 20 MEMBER 102 RELEASE START MOM Z $******************************************************************** UNITS INCHES CONSTANTS E 29000. ALL BETA 0. ALL $******************************************************************** MEMBER PROPERTIES PRISMATIC 101 TO 107 AX 119.0 IZ 54700. 108 AX 145.3 IZ 69000. 109 AX 149.5 IZ 75200. 110 AX 153.7 Il 81800. 111 AX 158.0 Il 88800. 112 AX 162.2 Il 96100. 113 AX 166.5 IZ 103900. 114 AX 170.7 IZ 112000. 115 AX 174.9 Il 120600. 116 AX 179.2 Il 129600. 117 AX 183.4 Il 139000. 118 119 AX 216.8 Il 168600. $******************************************************************** LOADING 1 'DEAD LOAD' MEMBER LOADS 101 102 105 106 107 FORCE Y GLOBAL UNIFORM FRAC W -0.136 LA 0. LB 1. 103 104 108 109 110 FORCE Y GLOBAL UNIFORM FRAC W -1.582 LA 0. LB 1. FORCE Y GLOBAL UNIFORM FRAC W -0.146 LA 0. LB 1. FORCE Y GLOBAL UNIFORM FRAC W -0.154 LA 0. L8 1. FORCE Y GLOBAL UNIFORM FRAC W -0.162 LA 0. LB 1. .... ~~ .... > . . £m Jfi0 z~ -: N ...... U'l~ 0\ Ol ...... C'l') 0 l . ' 111 fORCE Y GLOBAL UNIFORM FRAC W -0.169 LA 0. LB 112 FORCE Y GLOBAL UNIFORM FRAC W -0.178 LA 0. LB 1. 113 FORCE Y GLOBAL UNIFORM FRAC W -0.186 LA 0. LB 1. 114 FORCE Y GLOBAL UNIFORM FRAC W -0.194 LA 0. LB 1. 115 FORCE Y GLOBAL UNIFORM FRAC W -0.203 LA 0. LB 1. 116 FORCE Y GLOBAL UNIFORM FRAC W -0.212 LA 0. LB 1. 117 FORCE Y GLOBAL UNIFORM FRAC W -0.221 LA 0. LB 1. 118 119 FORCE Y GLOBAL UNIFORM FRAC W -0.234 LA 0. LB 1. $ LOADING COMBINATION 101 'SEISMIC LOAD' - COMBINE 1 1.88 $******************************************************************** PRINT DATA .... (JI , ~CD ~g ~­om :r;oo • ~ (J) f11(") :z· -d~ Ul"?" 0'\ JJ ...... C') ...... **************************************** * PROBLEM DATA FROM INTERNAL STORAGE * **************************************** JOB IO -APA JOB TITLE -BRAOLEV LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS -LENGTH INCH WEIGHT KIP ANGLE RAD ********** STRUCTURAL DATA ********** ACTIVE STRUCTURE TYPE -PLANE FRAME ACTIVE COORDINATE AXES X Y TEMPERATURE DEGF JOINT COOROINATES-----------------------------------------1 STATUS---/ JOINT X Y Z CONDITION 1 o.o o.o o.o SUPPORT ACTIVE 2 86.880 o.o 0.0 FREE ACTIVE 3 178.680 0.0 o.o FREE ACTIVE 4 218.880 0.0 o.o SUPPORT ACTIVE 5 271.200 0.0 0.0 FREE ACTIVE 6 358.680 0.0 0.0 SUPPORT ACTIVE 7 378.840 0.0 0.0 SUPPORT ACTIVE 8 398.880 0.0 o.o SUPPORT ACTIVE 9 416.880 0.0 0.0 SUPPORT ACTIVE 10 434.880 o.o o.o SUPPORT ACTIVE 11 452.880 0.0 0.0 SUPPORT ACTIVE 12 470.880 o.o 0.0 SUPPORT ACTIVE 13 488.880 o.o 0.0 SUPPORT ACTIVE 14 506.880 0.0 0.0 SUPPORT ACTIVE 15 524.880 0.0 0.0 SUPPORT ACTIVE 16 542.880 0.0 0.0 SUPPORT ACTIVE 17 560.880 o.o 0.0 SUPPORT ACTIVE 18 578.880 0.0 0.0 SUPPORT ACTIVE 19 593.280 0.0 0.0 SUPPORT ACTIVE 20 607.680 o.o 0.0 SUPPORT ACTIVE TIME SEC GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL JOINT RELEASES-------------------------------------/ELASTIC SUPPORT RELEASES-------------------------------------------------1 JOINT FORCE MOMENT THETA 1 THETA 2 THETA 3 KFX KFY KFZ KHX KHY KHZ 4 z 0.0 0.0 0.0 0.0 o.o 0.0 o.o 0.0 0.0 6 X Z 0.0 0.0 0.0 0.0 504.167 0.0 0.0 0.0 0.0 7 X Z 0.0 0.0 0.0 0.0 1008.333 0.0 0.0 0.0 0.0 8 X Z 0.0 0.0 0.0 0.0 960.833 0.0 0.0 0.0 0.0 9 X Z 0.0 0.0 0.0 0.0 926.666 0.0 0.0 0.0 0.0 10 X Z 0.0 0.0 0.0 0.0 954.166 0.0 0.0 0.0 0.0 11 X Z 0.0 0.0 0.0 0.0 980.833 0.0 0.0 0.0 0.0 12 X Z 0.0 0.0 0.0 0.0 1008.333 0.0 0.0 0.0 0.0 13 X Z 0.0 0.0 0.0 0.0 1035.000 0.0 0.0 0.0 0.0 14 X Z 0.0 0.0 0.0 0.0 1061.666 0.0 0.0 0.0 0.0 15 X Z 0.0 0.0 0.0 0.0 1089.166 0.0 0.0 0.0 0.0 . --:.... ! .... Ul 51 .,.. .. OVd :c. i:(l) fl10 %• ..... ~ 01~ en en ...... C'J N 16 17 18 19 >. X X X z z z z 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 MEMBER INCIDENCES----------/ LENGTH------/ MEMBER START END LOCAL COORD. 101 1 2 86.880 102 2 3 91.800 103 3 4 40.200 104 4 5 52.320 105 5 6 87.480 106 6 7 20.160 107 7 8 20.040 108 8 9 18.000 109 9 10 18.000 110 10 11 18.000 111 11 12 18.000 112 12 13 18.000 113 13 14 18.000 114 14 15 18.000 115 15 16 18.000 116 16 17 18.000 117 17 18 18.000 118 18 19 14.400 119 19 20 14.400 o.o o.o o.o o.o 0.0 0.0 0.0 0.0 .;. __ j.833 1143.333 1049.166 935.833 0.0 0.0 0.0 0.0 RELEASES---------------------/ STATUS--/ START END FORCE MOMENT FORCE MOMENT ACTIVE z ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE ACTIVE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE PLANE 0.0 0.0 0.0 0.0 FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME FRAME 0.0 o.o 0.0 0.0 MEMBER PROPERTIES---------------------------------------------------------------------------------------------------1 MEMBER/SEG TYPE SEG.L COMP AX/YO AY/ZD AZ/YC IX/ZC IY/EY IZ/EZ SY SZ 101 PRISMATIC 119.000 0.0 0.0 0.0 0.0 54700.000 0.0 0.0 0.0 0.0 o.o o.o 0.0 0.0 102 PRISMATIC 119.000 0.0 0.0 0.0 0.0 54700.000 0.0 0.0 0.0 0.0 o.o o.o 0.0 119.000 0.0 0.0 o.o o.o 54700.000 o.o 0.0 0.0 0.0 0.0 o.o o.o 119.000 o.o 0.0 0.0 o.o 54700.000 0.0 0.0 0.0 0.0 o.o o.o 0.0 119.000 0.0 0.0 0.0 o.o 54700.000 0.0 o.o 0.0 o.o 0.0 o.o o.o 119.000 0.0 o.o 0.0 0.0 54700.000 ' o.o 0.0 o.o 0.0 0.0 o.o o.o 119.000 o.o 0.0 0.0 0.0 54700.000 o.o 0.0 0.0 0.0 0.0 0.0 0.0 145.300 o.o 0.0 0.0 o.o 69000.000 0.0 0.0 o.o 0.0 0.0 o.o 0.0 149.500 0.0 0.0 o.o o.o 75200.000 0.0 0.0 0.0 0.0 o.o o.o 0.0 153.700 0.0 0.0 0.0 0.0 81800.000 0.0 0.0 0.0 0.0 0.0 0.0 o.o 158.000 0.0 0.0 o.o 0.0 88800.000 o.o 103 PRISMATIC 104 PRISMATIC 105 PRISMATIC 106 PRISMATIC 107 PRISMATIC 108 PRISMATIC 109 PRISMATIC 110 PRISMATIC 111 PRISMATIC o.o 0.0 o.o o.o o.o 0.0 0.0 0.0 0.0 0.0 0.6 0.0 o.o 0.0 .... ,.~· ...... 0 •"-·o )JI'. ~~ ~(/) ron z;..;, •{ ...... ~ Ute,. aJ ~ C') w 0.0 0.0 o.o o.o o.o 0.0 112 PRISMATIC 162.200 o.o o.o 0.0 o.o 96100.000 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 113 PRISMATIC 166.500 o.o o.o 0.0 0.0 103900.000 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 114 PRISMATIC 170.700 0.0 0.0 0.0 0.0 112000.000 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 115 PRISMATIC 174.900 o.o 0.0 0.0 o.o 120600.000 o.o 0.0 0.0 o.o 0.0 0.0 0.0 0.0 116 PRISMATIC 179.200 o.o 0.0 0.0 0.0 129600.000 0.0 o.o 0.0 o.o 0.0 o.o 0.0 o.o 117 PRISMATIC 183.400 o.o 0.0 0.0 o.o 139000.000 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 118 PRISMATIC 216.800 0.0 o.o 0.0 o.o 168600.000 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 119 PRISMATIC 216.800 o.o 0.0 0.0 0.0 168600.000 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 MEMBER CONSTANTS---------------------------------------------------------------------------------------------------1 CONSTANT STANDARD VALUE DOMAIN VALUE MEMBER LIST E 0.290000E+05 ALL G 0.0 ALL DENSITY 0.100000E-02 ALL CTE 0.100000E+Ol ALL BETA 0.628319E+01 ALL POISSON 0.0 ALL ********** DESIGN DATA ********** USER DATA SET PARAMETER DICTIONARV-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME STRUDL DATA SET PARAMETER DICTIONARV-----------------------------------------1 NAME TREATMENT STANDARD L W A TEMP TIME CODE STANDARD AISC CB COMPUTE QQSTCBIC CMV COMPUTE QQSTCMYC CMZ COMPUTE QQSTCMZC ..... ,.01 ...,.ca -t8 1;· ::~::& ~&, z~ --"' ... Ut~ m ...... C') .r;:... CONTVPE STANDARD 2.00 FBLTUP STANDARD 1.00 FULT STANDARD 58.00 -2 1 FVLD STANDARD 36.00 -2 1 KV STANDARD 1.00 KZ STANDARD 1.00 LV COMPUTE QQSTULEN 1 LZ COMPUTE QQSTULEN 1 LVFACT STANDARD 1.00 LZFACT STANDARD 1.00 MAXFX STANDARD 1.00 1 MAXFV STANDARD 1.00 1 MAXFZ STANDARD 1.00 1 MAXMX STANDARD 10.00 1 1 ,: , MAXMV STANDARD 10.00 1 1 MAXMZ STANDARD 10.00 1 1 MAXKLR STANDARD 300.00 , .. MXTRIALS STANDARD 100.00 .. PF STANDARD 1.00 PRIDTA STANDARD 1.00 ....... SDSWAVV STANDARD 2.00 ~g; SDSWAVZ STANDARD 2.00 SECNDARV STANDARD 1.00 TBLNAM STANDARD AISC70 .... ~ TRACE STANDARD 1.00 ~. UNLCF COMPUTE QQSTULEN 1 £m VALUES STANDARD 1.00 USER DATA SET ~ !;, CONSTRAINT DICTIONARY------------/ P1 .-, '%• NAME RETRIEVAL ,. r\) ..... STRUDL DATA SET (.11~ 0\ CONSTRAINT DICTIONARY------------/ I'll NAME RETRIEVAL AX TABULAR AV TABULAR AZ TABULAR IX TABULAR IV TABULAR IZ TABULAR sv TABULAR sz TABULAR VD TABULAR ZD TABULAR FLTK TABULAR WBTK TABULAR VD/AFL TABULAR RV TABULAR RZ TABULAR vc TABULAR zc TABULAR WEIGHT TABULAR TYPE TABULAR D TABULAR B TABULAR ....... C') '-11 ********** LOADING DATA ********** LOADING - 1 DEAD LOAD STATUS -ACTIVE MEMBER AND ELEMENT LOADS----------------------------------------------------------------------------------------------1 MEMBER/ELEMENT 101 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 102 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 103 UNIFORM LOAD GL FORCE V FR W -1.582 LA 0.0 LB 1.000 104 UNIFORM LOAD GL FORCE Y FR W -1.582 LA 0.0 L8 1.000 105 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 106 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 107 UNIFORM LOAD GL FORCE Y FR W -0.136 LA 0.0 LB 1.000 108 UNIFORM LOAD GL FORCE V FR W -0.146 LA 0.0 LB 1.000 109 UNIFORM LOAD GL FORCE Y FR W -0.154 LA 0.0 LB 1.000 110 UNIFORM LOAD GL FORCE Y FR W -0.162 LA 0.0 LB 1.000 111 UNIFORM LOAD GL FORCE V FR W -0.169 LA 0.0 LB 1.000 112 UNIFORM LOAD GL FORCE V FR W -0.178 LA 0.0 LB 1.000 113 UNIFORM LOAD GL FORCE Y FR W -0.186 LA 0.0 LB 1.000 114 UNIFORM LOAD GL FORCE V FR W -0.194 LA 0.0 LB 1.000 115 UNIFORM LOAD GL FORCE Y FR W -0.203 LA 0.0 LB 1.000 116 UNIFORM LOAD GL FORCE V FR W -0.212 LA 0.0 LB 1.000 117 UNIFORM LOAD GL FORCE V FR W -0.221 LA 0.0 LB 1.000 118 UNIFORM LOAD GL FORCE Y FR W -0.234 LA 0.0 LB 1.000 119 UNIFORM LOAD GL FORCE Y FR W -0.234 LA 0.0 LB 1.000 LOADING -101 SEISMIC LOAD COMBINATION GIVEN - 1 METHOD -ALGEBRAIC SUM **************************************** * END OF DATA FROM INTERNAL STORAGE * **************************************** 1.880 STATUS -ACTIVE .... >~ ~g ):lt • o&l :::c. 3: lJ r•l .., -z~ ..... ~ U19J ....... c~ OJ STIFFNESS ANALYSIS TIME FOR CONSISTENCY CHECKS FOR 19 MEMBERS TIME TO GENERATE 19 LOCAL ST & MA MATRICES TIME TO PROCESS MEMBER RELEASES TIME TO PROCESS 19 MEMBER LOADS TIME TO ASSEMBLE THE STIFFNESS MATRIX TIME TO PROCESS 20 JOINTS TIME TO SOLVE WITH 5 PARTITIONS TIME TO PROCESS 20 JOINT DISPLACEMENTS TIME TO PROCESS 19 ELEMENT DISTORTIONS TIME FOR STATICS CHECK TIME TO GENERATE COMBINED RESULTS OUT DEC 6 LIST DISPLACEMENTS ALL 0.02 SECONDS 0.03 SECONDS 0.0 SECONDS 0.07 SECONDS 0.04 SECONDS 0.06 SECONDS 0.04 SECONDS 0.01 SECONDS 0.06 SECONDS 0.01 SECONDS 0.03 SECONDS .... >·CJI· -..2!·· ... cs->. £~ ~l""' r1'1 ,,, z? .... 1\J .... Ul ... • m ...... C"J -1 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS INCH KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING -1 DEAD LOAD RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT /-----------------DISPLACEMENT-----------------1/-------------------ROTATION-------------------/ X DISP. Y DISP. 1 DISP. X ROT. Y ROT. 1 ROT. 1 GLOBAL 0.0 o.o 0.0 4 GLOBAL 0.0 0.0 -0.000019 6 GLOBAL 0.0 -0.003332 -0.000001 7 GLOBAL o.o -0.003286 0.000005 8 GLOBAL 0.0 -0.003119 0.000011 9 GLOBAL 0.0 -0.002892 0.000014 10 GLOBAL 0.0 -0.002613 0.000017 11 GLOBAL o.o -0.002296 0.000018 12 GLOBAL o.o -0.001955 0.000019 13 GLOBAL o.o -0.001600 0.000020 14 GLOBAL 0.0 -0.001246 0.000019 15 GLOBAL 0.0 -0.000905 0.000018 16 GLOBAL 0.0 -0.000594 0.000016 17 GLOBAL o.o -0.000331 0.000013 18 GLOBAL o.o -0.000134 0.000009 19 GLOBAL 0.0 -0.000036 0.000005 20 GLOBAL 0.0 0.0 o.o RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT /-----------------DISPLACEMENT-----------------1/-------------------ROTATION-------------------/ X DISP. Y DISP. 1 DISP. X ROT. Y ROT. 1 ROT. 2 3 5 GLOBAL GLOBAL GLOBAL LOADING -101 o.o o.o 0.0 SEISMIC LOAD -0.000900 0. 000113 -0.001757 -0.000014 0.000006 -0.000034 ..... )"~ -·o ... 0 :J:' • . C)~ ::t. it ·I) rn o ZN ......... .p.. U1 • 8: ...... C') Oj RESULTANT JOINT DISPLACEMENTS -SUPPORTS JOINT 1-----------------0ISPLACEMENT-----------------//-------------------ROTATION-------------------/ X OISP. Y DISP. Z OISP. X ROT. V ROT. Z ROT. 1 4 6 1 8 9 10 11 12 13 14 15 16 17 18 19 20 GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL GLOBAL 0.0 0.0 0.0 0.0 o.o -0.000036 0.0 -0.006265 -0.000002 0.0 -0.006178 0.000010 0.0 -0.005864 0.000021 0.0 -0.005436 0.000027 0.0 -0.004912 0.000031 0.0 -0.004317 0.000035 0.0 -0.003675 0.000037 0.0 -0.003008 0.000037 0.0 -0.002342 0.000037 0.0 -0.001702 0.000034 0.0 -0.001118 0.000030 0.0 -0.000622 0.000024 o.o -0.000252 0.000016 0.0 -0.000068 0.000009 0.0 0.0 o.o RESULTANT JOINT DISPLACEMENTS -FREE JOINTS JOINT /-----------------DISPLACEMENT-----------------/1-------------------ROTATION-------------------/ X DISP. Y DISP. Z DISP. X ROT. V ROT. Z ROT. 2 3 5 GLOBAL GLOBAL GLOBAL 0.0 0.0 0.0 -0.001692 0.000212 -0.003304 -0.000027 0.000012 -0.000064 .... ~CJI .. CD ~·o -· 0 )::· . ("';0\ :teD • :c: .. ., r;-. n 2• ~ ' !::! Olt' 0'\ Ol ....... c~ ~ .... 1.1.1 N 1.1.1 1.1-u l..iJ <n 0 .... .... .... z :::l :::l 0 ...J ...J < <n l..iJ u 0:: 0 ..... .... <n .... ...J .,.,......._._ ______ , ________ .. ____ ..... ___ P'R ....... IlliWi .... --.. ~ 11100 ... ~~e.at 4:0B Ai i ACH:t.iEN I-~ ..... **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING - 1 DEAD LOAD MEMBER FORCES MEMBER JOINT /--------------------FORCE --------------------//--------------------MOMENT --------------------/ AXIAL SHEAR Y SHEAR Z TORSIONAL BENDING Y BENDING Z 101 1 101 2 102 2 102 3 103 3 103 4 104 4 104 5 105 5 105 6 106 6 106 7 107 7 107 8 108 8 108 9 109 9 109 10 110 10 110 11 111 11 111 12 112 12 112 13 113 13 113 14 114 14 114 15 0.0 o.o 0.0 0.0 0.0 0.0 o.o 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 13.92 -2.10 2.10 10.38 -10.38 73.98 89.85 -7.08 7.08 4.81 -3.13 5.88 -2.56 5.29 -2.29 4.92 -2.24 5.01 -2.52 5.43 -3.18 6.22 -4.25 7.46 -5.80 9.15 -7.83 11.32 57.99 0.00 -0.00 -31.67 31.67 -172.98 172.98 38.34 -38.34 46.62 -46.62 39.05 -39.05 32.49 -32.49 27.09 -27.09 21.65 -21.65 15.69 -15.69 8.63 -8.63 -0.15 0.15 -11.36 11.36 -25.72 .... ...... , c'.n ,..•-00 0 .. 0 .... (l"' :coo r. ·~, ' .. (") -r • ~1\) -..... ... ~ en 01 ~ -: ..... 115 15 0.0 -10.33 25.72 115 16 0.0 13.99 -43.96 116 16 0.0 -13.32 43.96 116 17 0.0 17.14 -66.60 117 17 0.0 -16.76 66.80 117 18 0.0 20.74 -94.93 118 18 0.0 -20.60 94.93 118 19 0.0 23.97 -121.66 119 19 0.0 -23.93 121.66 119 20 0.0 27.30 -152.41 LOADING -101 SEISMIC LOAD HEHBER FORCES HEHBER JOINT 1--------------------FORCE --------------------11--------------------HOHENT --------------------/ AXIAL SHEAR Y SHEAR Z TORSIONAL BENDING Y BENDING Z 101 1 0.0 26.17 109.02 101 2 0.0 -3.95 o.oo .... 102 2 0.0 3.95 -0.00 >(JI 102 3 0.0 19.52 -59.55 ._..oo 103 3 0.0 -19.52 59.55 ~8 103 4 0.0 139.08 -325.20 104 4 0.0 168.92 325.20 . >. 104 5 0.0 -13.32 72.08 (')"' 105 5 0.0 13.32 -72.08 xoo 105 6 0.0 9.05 87.64 ~ .•, 106 6 0.0 -5.89 -87.64 106 7 0.0 11.05 73.41 1'\'i • ., 107 7 0.0 -4.82 -73.41 ,·Z • 107 8 0.0 9.94 61.09 · •. ·N 108 8 0.0 -4.31 -61.09 ... 108 9 0.0 9.25 50.93 "'~ 109 9 0.0 -4.21 -50.93 109 10 0.0 9.42 40.70 en 110 10 0.0 -4.73 -40.70 al 110 11 0.0 10.22 29.49 111 11 0.0 -5.98 -29.49 111 12 0.0 11.70 16.23 112 12 0.0 -7.99 -16.23 .. 112 13 0.0 14.02 -0.28 - 113 13 0.0 -10.90 0.28 113 14 0.0 17.20 -21.36 114 14 0.0 -14.71 21.36 114 15 0.0 21.28 -48.35 115 15 0.0 -19.42 48.35 115 16 0.0 26.29 -82.64 116 16 0.0 -25.05 82.64 116 17 0.0 32.22 -125.59 117 17 0.0 -31.51 125.59 117 18 0.0 38.99 -178.46 118 18 0.0 -38.72 178.46 118 19 0.0 45.06 -228.73 ~ -. N C'f'lN .... It) 11)10 NID "'"' I 00 00 \0 •N 0101 ........ ........ 15800.iB·SC-214-6B . , ATTACHMENT 5 1 ·; 3 ...J ...J < VI z 0 .... 1-u < U.l a: I- VI .... ...J 15800-. 68-~r. ·214-6R. ATTACHMEN~ 5 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y LOADING - 1 RESULTANT JOINT JOINT 1 GLOBAL 4 GLOBAL 6 GLOBAL 7 GLOBAL 8 GLOBAL 9 GLOBAL 10 GLOBAL 11 GLOBAL 12 GLOBAL 13 GLOBAL 14 GLOBAL 15 GLOBAL 16 GLOBAL 17 GLOBAL 18 GLOBAL 19 GLOBAL 20 GLOBAL LOADING -101 DEAD LOAD LOADS -SUPPORTS 1--------------------FORCE --------------------//-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 0.0 13.92 57.99 0.0 163.83 -0.00 0.0 1.68 -0.00 0.0 3.31 -0.00 0.0 3.00 -0.00 0.0 2.68 0.00 0. 0 2. 49 -0. 00 0.0 2.25 -0.00 0.0 1.97 -0.00 o.o 1.66 -0.00 0.0 1.32 0.00 0.0 0.99 -0.00 0.0 0.66 -0.00 0. 0 0. 38 0. 00 0.0 0.14 0.0 0.0 0.03 0.00 0.0 27.30 -152.41 SEISMIC LOAD RESULTANT JOINT LOADS -SUPPORTS JOINT 1 4 6 GLOBAL GLOBAL GLOBAL 1--------------------FORCE --------------------//-------------------MOMENT -------------------/ X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOMENT 0.0 0.0 0.0 26.17 308.01 3.16 109.02 -0.00 -0.00 .... ;.JI ~~ -to )1111. (')~ :c. 3: f) (i1 :"') Z;.._, ........ Ul~ 0\ \11 .... ..... "'"' 7 GLOBAL o.o 6.23 8 GLOBAL 0.0 5.63 9 GLOBAL 0.0 5.04 10 GLOBAL 0.0 4.69 11 GLOBAL 0.0 4.23 12 GLOBAL 0.0 3. 71 13 GLOBAL 0.0 3.11 14 GLOBAL 0.0 2.49 15 GLOBAL 0.0 1.85 16 GLOBAL 0.0 1.25 17 GLOBAL 0.0 0.71 18 GLOBAL 0.0 0.26 19 GLOBAL 0.0 0.06 20 GLOBAL o.o 51.33 -0.00 -0.00 0.00 -0.00 -0.00 -0.00 -0.00 0.00 -0.00 -0.00 0.00 o.o 0.00 -286.52 ... (JI Sl >. ~~-:C· :"1) ("fl.:-) Z• . I\) ..... Ut-f- 0\ ·tJ ...... 0; ' ~ ' .... 1- (/) --1 c:J z -0 <C 0 -1 Ln . 0 0 (/) 0 u <C a:: IJ.. z: 0 1-u w (/) Cl'l .... .... 0 1-.... 0 .... VI a: w a:l ::E w ::E w c.. 0 -1 w > z: I.IJ I.IJ u a: 0 IJ.. 1-r.n -...J .......... ~ ... 158G0.68-~C-214·6P A.l ,ACHMEN; 5 **************************** *RESULTS OF LATEST ANALYSES* **************************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR AXIAL 0.0 1 0.0 1 0.0 1 o.o 1 0.0 1 0.0 1 102 Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING -13.92 0.0 -13.92 o.o -8.01 o.o -8.01 o.o -2.10 0.0 -2.10 o.o 0.0 0.0 o.o o.o 0.0 o.o 0.0 o.o 0.0 o.o 0.0 0.0 -57.99 1 -57.99 1 -18.30 1 -18.30 1 0.00 1 0.00 1 /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING o.o -2.10 0.0 o.o 0.0 -0.00 \~ .. '~; ..... ,..,QJ =~ > .. i~ 1'\~ a~ .... ~. ..,... Ul& m ..... 0) 1 1 o.o -2.10 o.o o.o 0.0 -0.00 1 1 0.500 o.o 4.14 o.o o.o 0.0 -3.90 1 1 0.0 4.14 0.0 o.o 0.0 -3.90 1 1 1.000 0.0 10.38 0.0 o.o 0.0 -31.67 1 1 0.0 10.38 0.0 o.o 0.0 -31.67 1 1 MEMBER 103 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING .... o.o FR 0.0 10.38 o.o o.o 0.0 -31.67 )>'-" 1 1 ~~ 0.0 10.38 0.0 o.o 0.0 -31.67 1 1 0.500 0.0 42.18 0.0 o.o o.o -75.70 l>. 1 1 £·~ o.o 42.18 o.o o.o 0.0 -75.70 1 1 ~~ 1.000 0.0 73.98 0.0 o.o o.o -172.98 1 1 0.0 73.98 0.0 o.o o.o -172.98 z~ 1 1 ......... tnft' m MEMBER 104 co DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR o.o -89.85 o.o o.o 0.0 -172.98 1 1 0.0 -89.85 0.0 o.o 0.0 -172.98 1 1 0.500 0.0 -48.47 0.0 o.o o.o -22.21 1 1 0.0 -48.47 o.o o.o 0.0 -22.21 1 1 1.000 o.o -7.08 0.0 o.o 0.0 38.34 1 1 o.o -7.08 0.0 0.0 0.0 38.34 1 1 MEMBER 105 ....... 1:.0 DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 1-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 -7.08 0.0 o.o 0.0 1 0.0 -7.08 0.0 o.o 0.0 1 0.0 -1.14 0.0 0.0 o.o 1 0.0 -1.14 0.0 o.o 0.0 1 0.0 4.81 o.o o.o o.o 1 o.o 4.81 o.o o.o 0.0 1 106 /-------------------FORCE -------------------11-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 3.13 0.0 0.0 0.0 1 o.o 3.13 0.0 o.o 0.0 1 o.o 4.50 0.0 0.0 o.o 1 0.0 4.50 o.o o.o 0.0 1 0.0 5.88 0.0 o.o 0.0 1 0.0 5.88 0.0 o.o 0.0 1 107 /-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 2.56 0.0 o.o 0.0 1 o.o 2.56 0.0 o.o 0.0 1 o.o 3.92 0.0 o.o 0.0 1 0.0 3.92 0.0 o.o 0.0 1 0.0 5.29 0.0 0.0 o.o 1 0.0 5.29 0.0 o.o 0.0 -------------------1 Z BENDING 38.34 1 38.34 1 53.32 1 53.32 1 46.62 1 46.62 1 -------------------1 Z BENDING 46.62 1 46.62 1 43.41 1 43.41 1 39.05 1 39.05 1 -------------------1 Z BENDING 39.05 1 39.05 1 36.34 1 36.34 1 32.49 1 32.49 ...... ~ ~Uli· .... ,. :-(> '., . .. ) :;; ' :X: ~5 :_s:' m!i 2 ,-' '--1 1\.:. -01 .f;.:. ' Q) ::D ..... 0) c MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START o.o FR 0.500 1. 000 1 108 1-------------------AXIAL 0.0 1 0.0 1 0.0 1 o.o 1 0.0 1 0.0 1 109 FORCE -------------------//-------------------MOMENT V SHEAR Z SHEAR TORSION V BENDING 2.29 o.o 0.0 o.o 2.29 0.0 3.60 0.0 3.60 0.0 4.92 o.o 4.92 o.o o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 /-------------------FORCE -------------------11-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 2.24 0.0 0.0 0.0 1 o.o 2.24 o.o 0.0 o.o 1 0.0 3.62 0.0 0.0 0.0 1 0.0 3.62 o.o 0.0 o.o 1 o.o 5.01 o.o 0.0 0.0 1 o.o 5 .o 1 o.o o.o o.o 1 1 -------------------1 Z BENDING 32.49 1 32.49 1 30.28 1 30.28 1 27.09 1 27.09 1 -------------------1 Z BENDING 27.09 1 27.09 1 24.89 1 24.89 1 21.65 1 21.65 1 MEMBER 110 DISTANCE FROM START 0.0 FR 0.500 /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o 0.0 o.o 1 1 2.52 2.52 3.98 0.0 o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 21.65 1 21.65 1 19.22 ~ ~~~ >. £.~ !I:·"A ITIO Z• -~~ Ul~ en aJ _( . •, ..- ~ ...... 1 1 o.o 3.98 0.0 0.0 o.o 19.22 1 1 1.000 0.0 5.43 0.0 0.0 0.0 15.69 1 1 0.0 5.43 0.0 0.0 0.0 15.69 1 1 MEMBER 111 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 3.18 o.o 0.0 0.0 15.69 1 1 o.o 3.18 0.0 o.o 0.0 15.69 1 1 0.500 0.0 4.70 o.o 0.0 0.0 12.73 1 1 o.o 4.70 0.0 0.0 o.o 12.73 1 1 1.000 o.o 6.22 0.0 0.0 o.o 8.63 1 1 o.o 6.22 o.o o.o 0.0 8.63 1 1 MEMBER 112 DISTANCE 1-------------------FORCE -------------------//-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR l SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 4.25 0.0 0.0 0.0 8.63 1 1 0.0 4.25 0.0 0.0 o.o 8.63 1 1 0.500 0.0 5.85 0.0 o.o 0.0 4.84 1 1 o.o 5.85 0.0 0.0 0.0 4.84 1 1 1.000 0.0 7.46 o.o o.o o.o -0.15 1 1 0.0 7.46 0.0 o.o 0.0 -O.i5 1 1 MEMBER 113 DISTANCE /-------------------FORCE -------------------//-------------------MOMENT -------------------/ FROM START AXIAL V SHEAR Z SHEAR TORSION Y BENDING l BENDING ... . ~ lc.n -t--> -_ ~·~ !!: .~ .. 1"'1 .· :z~ -tf\j ~ 01~ • Ol 1J ,...... (.'1,) l\:) 0.0 FR 0.0 1 0.0 1 0.500 0.0 1 0.0 1 1.000 0.0 1 0.0 1 MEMBER 114 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 1 0.0 1 0.500 o.o 1 o.o 1 1.000 o.o 1 0.0 1 MEMBER 115 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 1 o.o 1 0.500 0.0 1 0.0 1 1.000 0.0 1 0.0 1 5.80 0.0 0.0 0.0 -0.15 1 5.80 o.o 0.0 o.o -0.15 1 7.47 0.0 0.0 o.o -5.13 1 7.47 0.0 0.0 0.0 -5.13 1 9.15 0.0 0.0 0.0 -11.36 1 9.15 0.0 o.o o.o -11.36 1 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR Z SHEAR TORSION Y SENDING Z BENDING 7.83 0.0 7.83 0.0 9.57 o.o 9.57 0.0 11.32 o.o 11.32 0.0 o.o o.o 0.0 o.o o.o 0.0 0.0 o.o o.o o.o 0.0 o.o -11.36 1 -11.36 1 -17.88 1 -17.88 1 -25.72 1 -25.72 1 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 10.33 o.o 10.33 0.0 12.16 0.0 12.16 o.o 13.99 0.0 13.99 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 o.o 0.0 o.o o.o 0.0 -25.72 1 -25.72 1 -34.15 1 -34.15 1 -43.96 1 -43.96 1 ~.;,:. 'j ~_.!! ;t» C..J'J ~~ o· :cg] ,.,_, I ~ (J'~ zV '-<-1 f\) ' ....... (Jl~ ·' c, c··· ....... ,_ .J MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 116 1-------------------AXIAL 0.0 1 o.o 1 0.0 1 0.0 1 o.o 1 o.o 1 117 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR l SHEAR TORSION Y BENDING l BENDING 13.32 0.0 0.0 o.o -43.96 13.32 0.0 15.23 0.0 15.23 0.0 17.14 o.o 17.14 0.0 0.0 o.o 0.0 o.o o.o 0.0 0.0 o.o 0.0 o.o 1 -43.96 1 -54.66 1 -54.66 1 -66.80 1 -66.80 1 /-------------------FORCE -------------------11-------------------l SHEAR MOMENT -------------------1 AXIAL Y SHEAR TORSION Y BENDING l BENDING 0.0 1 0.0 1 0.0 1 o.o 1 0.0 1 o.o 1 118 !-------------------AXIAL o.o 1 o.o 1 0.0 1 0.0 1 0.0 16.76 0.0 16.76 o.o 18.75 o.o 18.75 0.0 20.74 o.o 20.74 o.o 0.0 0.0 o.o 0.0 o.o o.o 0.0 o.o 0.0 0.0 0.0 o.o -66.80 1 -66.80 1 -80.12 1 -80.12 1 -94.93 1 -94.93 1 FORCE -------------------//-------------------MOMENT -------------------/ Y SHEAR l SHEAR TORSION Y BENDING l BENDING 20.60 0.0 20.60 0.0 22.28 0.0 22.28 0.0 23.97 0.0 o.o 0.0 o.o 0.0 0.0 o.o 0.0 0.0 0.0 o.o -94.93 1 -94.93 1 -107.79 1 -107.79 1 -121.66 .... ~~ fl~ Z·A ffl:') z . ..t~ . ... ~ ,, U'l~ "' lJ ....... 0') ~ ~ o.o MEMBER 119 1 1 23.97 o.o 0.0 0.0 1 -121.66 1 DISTANCE FROM START /-------------------FORCE ------------------11-------------------MOMENT -------------------/ AXIAL Y SHEAR l SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 23.93 o.o 0.0 0.0 -121.66 1 1 0.0 o.o 0, .o 0.0 -121.66 1 1 0.500 0.0 0.0 .0 0.0 -136.53 o.o 0.0 1 1 0.0 o.o 0 0.0 -136.53 o.o 0.0 1 1 1.000 0.0 0.0 0. .o 0.0 -152.41 1 1 0.0 0.0 0. .o 0.0 -152.41 1 1 # If ..... !.tl· _, ' > o·· :.:81 m~ :z~ -tN ..... 01~ • 0\ co ....... (}") c:.n Ill 0 0 Ill 0 u <C a: I.&.. z 0 1-u UJ Ill 0> ..... ..... 0 1- ..... 0 ..... Ill a: UJ co ::E: UJ ::E: UJ Q.. 0 ..... ...... 0 UJ ..... > z 1-UJ Ill -UJ ...... u a: ~ 0 z I.&.. c 1- <C Ill 0 ...... ...... •*************************** *RESULTS OF LATEST ANALYSES* *********•****************** PROBLEM -APA TITLE -BRADLEY LAKE--ANALYSIS OF PENSTOCK NEAR SPHERICAL VALVE ACTIVE UNITS FEET KIP RAD DEGF SEC ACTIVE STRUCTURE TYPE PLANE FRAME ACTIVE COORDINATE AXES X Y INTERNAL MEMBER RESULTS MEMBER FORCE ENVELOPE MEMBER 101 DISTANCE 1-------------------FORCE FROM START AXIAL Y SHEAR 0.0 FR 0.0 -26.17 101 0.0 -26.17 101 0.500 0.0 -15.06 101 0.0 -15.06 101 1.000 o.o -3.95 101 0.0 -3.95 101 MEMBER 102 -------------------11-------------------MOMENT Z SHEAR TORSION Y BENDING 0.0 0.0 0.0 o.o 0.0 o.o 0.0 0.0 0.0 o.o o.o 0.0 0.0 0.0 0.0 0.0 0.0 o.o -------------------1 Z BENDING -109.02 101 -109.02 101 -34.41 101 -34.41 101 0.00 101 o.oo 101 DISTANCE /-------------------FORCE -------------------11-------------------MOMENT -------------------/ FROM START AXIAL Y SHEAR Z SHEAR TORSION Y BENDING Z BENDING 0.0 FR 0.0 -3.95 0.0 0.0 0.0 -0.00 ... >"..ft ~8 >. ~g; ~ ·n fT'IO :Z• .... N ..... 01~ • en OJ ..... C.") -..] 101 101 o.o -3.95 0.0 o.o 0.0 -0.00 101 101 0.500 o.o 7.78 0.0 o.o 0.0 -7.33 101 101 0.0 7.78 0.0 o.o 0.0 -7.33 101 101 1.000 0.0 19.52 0.0 o.o o.o -59.55 101 101 0.0 19.52 0.0 o.o 0.0 -59.55 101 101 MEMBER 103 DISTANCE FROM START /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR 0.500 1.000 o.o 0.0 0.0 o.o o.o o.o MEMBER 104 DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER 1-------iiiiL ______ _ 105 o.o 0.0 o.o 0.0 0.0 0.0 19.52 0.0 o.o 0.0 101 19.52 o.o o.o 0.0 101 79.30 0.0 o.o 0.0 101 79.30 0.0 o.o 0.0 101 139.08 0.0 o.o 0.0 101 139.08 0.0 o.o 0.0 101 FORCE -------------------//-------------------MOMENT V SHEAR Z SHEAR TORSION V BENDING -168.92 0.0 o.o 0.0 101 -168.92 0.0 0.0 0.0 101 -91.12 o.o o.o 0.0 101 -91.12 0.0 0.0 0.0 101 -13.32 o.o o.o 0.0 101 -13.32 0.0 o.o 0.0 101 -59.55 101 -59.55 101 -142.31 101 -142.31 101 -325.20 101 -325.20 101 -------------------1 Z BENDING -325.20 101 -325.20 101 -41.75 101 -41.75 101 72.08 101 72.08 101 .... >UI ·(X) ~8 n· :t~ ~. I(J () :z .. ..., "->: t-l (11~ I Cl OJ """'"' (.,"} ()) DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 /-------------------FORCE -------------------//-------------------MOMENT AXIAL V SHEAR Z SHEAR TORSION V BENDING 0.0 o.o 0.0 0.0 0.0 0.0 106 !-------AxiAL ______ _ o.o 0.0 0.0 0.0 o.o o.o -13.32 0.0 0.0 0.0 101 -13.32 o.o 0.0 0.0 101 -2.13 o.o 0.0 0.0 101 -2.13 0.0 o.o 0.0 101 9.05 0.0 0.0 0.0 101 9.05 0.0 o.o 0.0 101 FORCE -------------------//-------------------MOMENT V SHEAR l SHEAR TORSION Y BENDING 101 101 101 101 101 101 5.89 0.0 0.0 0.0 5.89 o.o o.o 0.0 8.47 8.47 11.05 11.05 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 MEMBER 107 DISTANCE FROM START 0.0 FR 0.500 1.000 101 101 101 101 101 4.82 0.0 o.o 0.0 7_38 I'LO 0.0 0.0 7. 38 o.o 0.0 0.0 g_Q4 0.0 0.0 0.0 9.94 o.o -------------------1 Z BENDING 72.08 101 72.08 101 100.24 101 100.24 101 87.64 101 87.64 101 -------------------1 Z BENDING 87.64 101 87.64 101 81.61 101 81.61 101 73.41 101 73.41 101 toooA 21~ --t(!; :...-' . (') Q) :coo : .?' .·'1) c::O:. ('TI() ""';J u ·-f'.") ... t--l '- f. ' ~. / ...... (,"') c.o 101 101 MEMBER 108 DISTANCE 1-------~-----------FORCE -------------------11-------------------MOMENT -------------------1 Z SHEAR TORSION V BENDING Z BENDING FROM START AXIAL V SHEAR 0.0 FR o.o 4.31 101 0.0 4.31 101 0.500 o.o 6.78 101 0.0 6.78 101 1.000 o.o 9.25 101 o.o 9.25 101 MEMBER 109 DISTANCE 1-------------------FORCE FROM START AXIAL V SHEAR 0.0 FR 0.0 4.21 101 0.0 4.21 101 0.500 0.0 6.81 101 0.0 6.81 101 1.000 o.o 9.42 101 o.o 9.42 101 MEMBER 110 o.o o.o 0.0 o.o 0.0 o.o o.o 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 -------------------11-------------------MOMENT Z SHEAR TORSION V BENDING 0.0 o.o 0.0 0.0 0.0 o.o 0.0 0.0 0.0 0.0 0.0 o.o o.o 0.0 0.0 0.0 0.0 0.0 61.09 101 61.09 101 56.93 101 56.93 101 50.93 101 50.93 101 -------------------1 Z BENDING 50.93 101 50.93 101 46.79 101 46.79 101 40.70 101 40.70 101 DISTANCE FROM START 1-------------------FORCE -------------------11-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR 0.500 o.o 4.73 0.0 o.o 0.0 40.70 0.0 0.0 101 101 101 4.73 0.0 0.0 0.0 40.70 7.47 0.0 0.0 0.0 101 36.13 .... >UI ::§ ~­X~ E:Y» ~~ ~~ Ul'fl-m ........ C.: "'I 0 101 101 0.0 7.47 0.0 o.o 0.0 36.13 101 101 1.000 0.0 10.22 o.o o.o o.o 29.4S 101 101 0.0 10.22 0.0 c.o 0.0 29.49 101 101 MEMBER 111 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o FR o.o 5.98 0.0 0.0 0.0 29.49 101 101 o.o 5.98 0.0 0.0 o.o 29.49 101 101 0.500 0.0 8.84 0.0 o.o 0.0 23.93 101 101 o.o 8.84 o.o o.o 0.0 23.93 101 101 1.000 o.o 11.70 0.0 o.o 0.0 16.23 101 101 0.0 11.70 0.0 o.o o.o 16.23 101 101 MEMBER 112 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT -------------------1 FROM START AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING 0.0 FR o.o 7.99 o.o o.o 0.0 16.23 101 101 o.o 7.99 0.0 o.o o.o 16.23 101 101 0.500 o.o 11.01 0.0 o.o o.o 9.11 101 101 o.o 11.01 0.0 0.0 0.0 9.11 101 101 1.000 o.o 14.02 o.o o.o o.o -0.28 101 101 0.0 14.02 0.0 o.o 0.0 -0.28 101 101 MEMBER 113 DISTANCE FROM START 1-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING ...... )>(J1 ~~ )>. f £8J I I :: ., (Tl~ z I' -t~ +:a (J1., Ol Ill ........ '-~, .,_ o.o FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 -· .. 0.0 10.90 o.o o.o 0.0 -0.28 101 101 o.o 10.90 0.0 o.o 0.0 --0.28 101 101 0.0 14.05 0.0 0.0 0.0 -9.64 101 101 0.0 14.05 0.0 0.0 0.0 -9.64 101 101 0.0 17.20 0.0 o.o 0.0 -21.36 101 101 0.0 17.20 0.0 o.o o.o -21.36 101 101 114 /-------------------FORCE -------------------//-------------------MOMENT -------------------/ AXIAL V SHEAR Z SHEAR TORSION V BENDING Z BENDING o.o 0.0 0.0 0.0 0.0 o.o 115 0.0 0.0 0.0 0.0 0.0 14.71 101 14.71 101 18.00 101 18.00 101 21.28 101 21.28 101 101 26.29 101 26.29 101 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o o.o o.o o.o 0.0 o.o 0.0 o.o 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o.o 0.0 0.0 -21.36 101 -21.36 101 -33.62 101 -33.62 101 -48.35 101 -48.35 101 -'I ·-;;, .Jl <c--i .XJ ·--i --::» c:'J ( ") . . en :r:oc ~··: ~· F1 '_t) ' " 1..., "' •• » I '·-1 N II. ,....a (Jl -f" 0) CJ ....... N nc:MBER 116 DISTANCE 1-------------------FORCE -------------------11-------------------MOMENT FROM START 0.0 FR 0.500 1.000 MEMBER DISTANCE FROM START 0.0 FR 0.500 1.000 AXIAL 0.0 0.0 o.o 0.0 o.o 0.0 117 1-------AxiAL ______ _ 0.0 0.0 0.0 o.o o.o o.o MEMBER 118 DISTANCE 1-------------------FROM START AXIAL 0.0 FR 0.0 0.0 0.500 o.o 0.0 1.000 0.0 V SHEAR Z SHEAR TORSION V BENDING 25.05 0.0 0.0 0.0 101 25.05 o.o o.o 0.0 101 28.63 o.o o.o o.o 101 28.63 o.o o.o o.o 101 32.22 0.0 o.o 0.0 101 32.22 o.o o.o 0.0 101 FORCE -------------------//-------------------MOMENT V SHEAR Z SHEAR TORSION Y BENDING 31.51 o.o o.o 0.0 101 31.51 o.o 0.0 o.o 101 35.25 0.0 0.0 0.0 W1 35.25 0.0 0.0 0.0 101 38.99 101 38.99 101 FORCE V SHEAR 38.72 101 38.72 101 41.89 101 41.89 101 45.06 0.0 o.o 0.0 o.o 0.0 0.0 -------------------11-------------------MOMENT Z SHEAR TORSION V BENDING o.o o.o 0.0 0.0 0.0 0.0 o.o 0.0 0.0 0.0 o.o o.o 0.0 0.0 0.0 -------------------1 Z BENDING -82.64 101 -82.64 101 -102.77 101 -102.77 101 -125.59 101 -125.59 101 -------------------1 Z BENDING -125.59 101 -125.59 101 -150.62 101 -150.62 101 -178.46 101 -178.46 101 -------------------1 Z BENDING -178.46 101 -178.46 101 -202.64 101 -202.64 101 -228.73 ; ~g ," n ·= ~~ fii .:, z'~ -tl\2 ..... (41~ §t ...... ( -. . / w 0.0 MEMBER 119 DISTANCE FROM START 0.0 FR 0.500 1.000 t-------AxiAL ______ _ o.o o.o 0.0 o.o 0.0 0.0 101 45.06 o.o o.o 0.0 101 FORCE -------------------//-------------------MOMENT Y SHEAR Z SHEAR TORSION V BENDING 44.99 0.0 0.0 0.0 101 44.99 o.o 0.0 o.o 101 48.16 101 48.16 101 101 51.33 51.33 101 0.0 0.0 0.0 o.o o.o o.o 0.0 0.0 0.0 0.0 o.o o.o 101 -228.73 101 -------------------1 Z BENDING -228.73 101 -228.73 101 -256.68 101 -256.68 101 -286.52 101 -286.52 101 ... )> n ..... X) -1 ;) )> ~::) on :r:.o ;: ·, .·q ) :z .\) ....... . ::.. (J1 I en J ...... ~. ~ :J: VI -z -~ 1 ~a no. ~8-t::'" -214-68 ATTACHMENT 5 THE FOLLOWING LOAD MODULES WERE ACCESSED DURING THIS RUN: LOAD MODULE DATE/TIME OF LINK-EDIT LOAD MODULE DATE/TIME OF LINK-EDIT STBPLN 79.262 11.49.44 STCHCK 82.041 10.09.24 STCOMP 80.365 16.19.32 STCONS 83.314 23.21. 27 STD1BS 79.282 15.47.26 STD2BS .83.314 23.04.06 STEDTA 80.203 15.02.27 STGEN 81.344 17.18.04 STINTR 83.314 23.11.57 STJPVP 83.314 22.46.02 STLDTA 83.314 22.49.28 STLGRP 82.060 15.05.08 STLSEL 83.314 23.17.16 STLTRE 82.060 15.05.54 STMBLD 81.350 17.48.07 STMBPR 79.269 12.23.52 STMDLS 83.314 23.17.16 STMREL 83.314 22.41.03 STORCO 83.314 22.41.03 STORID 83.314 22.39.02 STPOW 83.314 23.21.27 STRELT 83.314 22. 41.03 STSDTA 83.314 22.32.37 STSE2l 83.314 22.34.41 STSTDP 83.314 23.26.06 STSUB 83.314 21.49.26 STTDTA 80.365 16.42.23 STUN IT 83.314 23.21.27 STVGAS 83.314 22.15.04 STVHAP 85.177 15.13.01 .... ~\ LOAD MODULE STCMLD STC2LD STD3BS STINHD STLDNG STLIST STMBIN STMDDP STNUTP STPDTA STRLDP STSLVP STSW16 STVEAS ST346 DATE/TIME OF LINK-EDIT 83.314 22.17.58 83.314 22.17.58 83.314 22.55.50 85.177 11.06.20 81.350 17.48.07 83.314 23.17.16 83.314 22.41.03 83.314 23.14.46 83.314 23.21.27 81.344 17.14.31 83.314 22.31.31 83.322 10.36.16 85.171 15.38.59 83.314 22.15.04 80.200 15.39.56 ... n >.:l) ""'-t : :> -to )>. (")"' :em .. 31: , 1"1"') Z• -t~ U1~ a. ilJ ...... ( .. ":; OJ THE tuLLOWING COBS WERE ACCESSED DURING THIS RUN: COB DATE/TIME OF COMPILATION COB CON' 85. 171 09.24.41 DSPEC' GETID' 85.171 09.24.54 HHCON' HHMR2' 85.171 09.24.56 HHT999' JOI' 85.171 09.24.59 LIST MBLD 85.171 09.25.05 MBLIST' MEH' 85.171 09.25.06 MRERED' PRDAT' 85.171 09.25.12 PRI' PRSUB' 85.171 09.25.14 RDLIST' REL' 85.171 09.25.18 REREAD' STRUDL ' 85.171 09.26.11 TVP' WCOM 85.171 09.25.40 ZBAND' DATE/TIME OF COMPILATION COB 85.171 09.24.47 FIN' 85.171 09.24.56 HHMR1' 85~ 171 09.24.56 INC' 85.171 09.25.01 LOA' 85.171 09.25.05 HDF' 85.171 09.25.07 OUT' 85.171 09.25.13 PROP 85.171 09.25.17 RDLIST' 85.171 09.25.21 STIFFN' 85.171 09.25.38 UNI' 85.171 09.26.10 DATE/TIME OF COMPILATION 85.171 09.24.54 85.171 09.24.56 85.171 09.24.57 85.171 09.25.02 85.171 09.25.06 85.171 09.25.10 85.171 09.25.14 85.171 09.25.11 85.171 09.25.32 85.171 09.25.39 ....... J>Ul ~oo --.0 -to ::P. O<;n :X:<» • 3:.:.:1) rr1 ·:") Z• -t~ ' ~ c.n. m OJ ........ <.. ) -1 ****A •• END •• JOB 6619 •• R1209001 •• R.STINNETT .FLOOR DV • 11 36 36 AH •• 12122187 •• R6.PR2 •• SVS.C16B •• JOB 6619 •• END •• A***w ****A •• END •• JOB 6619 •• R1209001 •• R.STINNETT .FLOOR DV • 11 36 36 AH •• 12I22187 •• R6.PR2 •• SVS.C168 •• JOB 6619 •• END •• A**** ****A •• END •• JOB 6619 •• R1209001 •• R.STINNETT .FLOOR DV • 11 36 36 AM •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 6619 •• END •• A**** ODD DODD vv vv JJ 000000 BBBBBBB 666666 666666 11 999999 DDDDDDDD vv vv JJ 00000000 BBBBBBBB 66666666 66666666 111 99999999 DO DO vvv vvv JJ 00 00 BB BB 66 66 11 99 99 DD DC vv vv JJ 00 00 BBBBBBB 6666666 6666666 11 99999999 DD DO vv vv JJ 00 00 BBBBBBBB 66666666 66666666 11 9999999 DO DO vvvv JJ JJ 00 00 88 88 66 66 66 66 11 99 DDDDDDDD vvvv JJJJJJJJ 00000000 BBB8BBBB 66666666 66666666 11111111 99999999 DODDDDD vv JJJJJJ 000000 B8BBBBB 666666 666666 11111111 999999 RRRRRRR ssssss TTTTTTTT II II I III NN NN NN NN EEEEEEEE TTTTTTTT TTTTTTTT RRRRRRRR ssssssss TTTTTTTT IIIIIIII NNN NN NNN NN EEEEEEEE TTTTTTTT TTTTTTTT RR RR ss TT II NNNN NN NNNN NN EE TT TT RRRRRRR sssssss TT II NNNNN NN NNNNN NN EEEEEEE TT TT RRRRRRRR sssssss TT II NN NNNNN NN NNNNN EEEEEEE TT TT RR RR .. ss TT II NN NNNN NN NNNN EE TT TT RR RR .... ssssssss TT IIIIIIII NN NNN NN NNN EEEEEEEE TT TT RR RR .. ssssss TT II II II II NN NN NN NN EEEEEEEE TT TT 11 222222 II 222222 222222 II 888888 77777777 ODDODDD 000000 11 -111 22222222 I? 22222222 22222222 II 88888888 77777777 DDDDDDDD 00000000 111 ~~ 11 22 222 22 222 22 222 II 88 88 777 DO DO 00 00 11 11 222 II 222 222 II 888888 777 DO DO 00 00 11 -0 11 222 II 222 222 II 88888888 777 DO DO 00 00 11 l'-? 11 222 II 222 222 II 88 88 777 DO DO 00 00 11 11111111 22222222 II 22222222 22222222 II 88888888 777 DODD DODD 00000000 11111111 (j 8} 11111111 22222222 I 22222222 22222222 I 888888 777 DDDDDDD 000000 11111111 :1: i: ~~') r'">~ 0 :Z• • 1\) ...... CJl~ 0\ llJ DODD DOD vv VY JJ 000000 BBBBBBB 666666 666666 11 999999 DDODDDDD vv vv JJ 00000000 BBBBBBBB 66666666 66666666 111 99999999 DO DO vvv vvv JJ 00 00 BB BB 66 66 11 99 99 DO DO vv vv JJ 00 00 BBB8BBB 6666666 6666666 11 99999999 DO DO vv vv JJ 00 00 BBBBBBBB 66666666 66666666 11 9999999 DO DO vvvv JJ JJ 00 00 BB BB 66 66 66 66 11 99 DDDDDDDD vvvv JJJJJJJJ 00000000 88BBBBBB 66666666 66666666 11111111 99999999 DODD DOD vv JJJJJJ 000000 BBBBBBB 666666 666666 11111111 999999 ****A •• END •• JOB 6619 •• R1209001 •• R.STINNETT .FLOOR DV • 11 36 37 AM •• 12122187 •• R6.PR2 .. SVS.C168 .. JOB 6619 •• END •. A**** ~ ****A •• END •• JOB 6619 •• R1209001 •• R.STINNETT .FLOOR DV • 11 36 37 AM •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 6619 •• END •• A**** c·· ****A .• END •• JOB 6619 •• R1209001 •• R.STINNETT .FLOOR DV • 11 36 37 AM •• 12122187 •• R6.PR2 •• SVS.C168 •• JOB 6619 •• END •• A**** 0o r • ,\ .t. 5010.64 rFRONTl STONE C:. WEBSTER ENGINEERING CORPORATION CALCULATION TITLE PAGE *SEE INSTRUCTIONS ON REVERSE SIDE CALCULATION TITLE (Indicative of the Objective): / 1 Thw,~c ~o o:, J1. C,f,. b.-<1 )v -Sub~ +.-1 J~rJ!< -e CALCULATION IDENTIFICATION NUMBER J. 0. OR W.O-NO. DIVISION 6. GROUP 16800.0:3' sc CURRENT CALC. NO. 212-iO! OPTIONAL TASK CODE PAGE 1 OF ~ ' iO e: QA CATEGORY (v') 0 I-NUCLEAR SAFETY RELATED orr om 13 N A OTHER OPTIONAL WORK PACKAGE NO. " ----/ h'. :::; ·~ : - *APPROVALS-SIGNATURE e. DATE REV. NO. SUPERSEDES CONFIRMATION INDEPENDENT OR NEW *CALC. NO. *REQUIRED ('I) PREPARER(S)/DATE(S) REVIEWER(S)/OATE (S) CALC NO OR REV NO YES NO REVIEWER(S)/DATE(S) · · · / ::::'.1)·~ ~ -:d·t-~. 0 i DISTRIBUTION* I I COPY I I COPY GROUP I NAME C:. LOCATION I SENT GROUP I NAME e. LOCATION I SENT I (v') I I (v') RECORDS MGT. : Jc;b B<X>K I / I I FILES (OR Fl RE I I I FILE IF NONE) I ---r ·• I ., I I 11 f-?.<2. r;.. ,..Q. I I I I I I I I I I I I I I I I I I I I I I I I I I I I ! ! I CALCUL.A TtON Si-i E=:T "I liU..;(-::7/ T1 fl.! TABLE OF COi'.fic:NTS A.'W H I CR.IC O.J. T,.; (RJ:"t'~om. Adcit.io01.. Odc-Jon1, C::::::.) I'AGC: I 0£5(3.lmON J OR.!G. I RSYISIO.'l I I ~\i.J..R.'(S I .'10. REVIEW I .'10. J OA .:. l ' I / I ~u~/....t' I I I i I I I I c..,..--I I I 2 hb~ (7/~_,v£~ I j 3 l~hr~;/~ I I I I J·! r-ssl ·.7.":1/ ~:-;; .c".: .• ·_::-·,.1 ! 5v~~ I I I 4 I ~.f(/_:_#'~~1 #;L4J I I 11-if-a? I ;:>£'-:HI:':; ,:4;:_ .v:"'.J ""'-'"";"/ (/''-££/~ ! ! I I I ~ . (/ . _c-O' I -~ v 11 I1-2J·.i!B I X..f"tns~·Y -:-o £~:-c..A·-;.' ,.1:/.::f"t'-' .::.?J;,-:,(/-l 20 .Lo~ ~..1..1 c~~ 12~ ~Z.SA I I l 29 I ~~e-t ~I ~ iJ-14-88 I J<;:v,c;F':; 97e /v.~" ·-.. · . -.. -~ ': . I ~'fj)..L;£5 Mvc./v,t; .L oe;/ I fr Vi A-B · I I I 3f! :;;;:v6s?ft vc k / /o~/ l~t~t~! i !3·;4-al "1:"'v .. ::.;:.:, 7tl /[_;';' z t"-:-,P f".tl..) ;;;/" •. , -I . i ! 13! lJ;sc~/~ CAc,~£~ ~rN,{ l~i~~ ! 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I REVIS I ON I PAGE &5010.61 !~Roo. o8 1 s-c ~ 1r1-// ,IJ o I PR~ARER I D~E u. uJ. f-1~' ..,.-,, ;; !REVIEWER/CHECKER/DATE INDEPENDENT REVIEWER/DATE 6-18-8 (~I 'lBoiECT I TITLE Bu!LiJINC LoA OS S"/6Al/Ft"c,4;,JTZ7 EFPG-c...r 8 U T S/fO UL.!J i':;i;-A..)l':.~rO l QA CATEGORY I CODE CLASS ~'ULTJ Sa-P]. 4 p~~ 29 I)' I" I -·· _, . '') 4) -'S~-S UPER<;~CTU~ RIC\l I~E.O 1~ C.LvO tNG WLA<-iJtJu ~F ~/I..JJ'>s w1.rr-: 'SE:?T~s 5J ~. ')!~vl.O 1Je.te: '"'f/-l1>r( CA-.'& VITl-fouT uPcu=·_,-).)()7" itJCU)O&I) s ti'Jc.t MY 'Nc..Pf.-P":*Q sm~,-.s c...ero(....JJ G F oFFsE -r ey A-;U !NCUft'S'q) . ~'S.U"-H.) 1:,{:;-;A,{tAJG lt/U:A -SUCi-l Ar I+A-:/,N6 SWPt~YT1l.l.l'-'-nJ~ (..oA-f:)~ it\k~ r:-y J]u1Lf)IAJ6 wfrt.LS. ) f1Ll_~,;VG Mf\JNIZfl.. R.kMDJftL. (}[ T LUA-t_L~ !D ~-.iu.. '01~ :..... '~~--: _. -..::. . ?t?R. L. IDurJ(}tN (o -3o-8CD 1 UPLl'F{S s~N ~~ t:n sc~~ c~?t" e,~ arv Jl.;-rA ... .P --s .... 3 uc ~e.~ , f\..1 c. L u De- er;~l?c.:::('5. Di= ~ SuPP~SL(}n) ~~ ~Tl.:N\ . W !T?--f Tlf/5 sysn"l DPt~11\.JG J uf'-t P 1') ":t.. u/k/r't' o;r './tJfJtf.P./'J:=() o 1 L.y t..VJf'-fi:•' 'S'J,..,.,p '-)foB~ CALCULATION SUMMARY ltiVIIION &5010.62 0 QA CATIIOitY /COD I CLASS IJ CLIIMT /l"ltO.IICTA l k 11 a..~ a. !OvJ.R.. SUI.IICT I TITLE J) IOW.Jl.l<. hu u ~ OI.IICTIVI OF CALCULATION CALCULATION METHOD /AllUM P'TI ONI SOU ltCII OF OATA / t:QUATI ONI {(. .;2., :.fL (O..lJ'I (! J2:; Stau'-tv"c...\ P..t.-oY..w (}~.tfJr<.tC:.. I Pa.R-+ A J 12..a.v. 0/ D(;~.-t_,J' z/.;;7/8& Uu.vfJc/t/V,t'~/ D"?:_,.. GR...f--..iR-,a. ~ R_a.v, 0 _, PC«.-1-JJ ?:./Z4jdr; JJo t.P > ,,.}. P7.tJJ. td" _, U ehf.J1 c"" I D.12 sy,.. ff/g.Lfg 1 A~f'll ID, 11 B h, A+tt.ci•/V·,--+ if #-4 .roc.,, NDJl.>bf"" Du..f._ Tf2cuJ).,....,,'ffl<. r. 6J.-Rof_;c/.,v}e;,_f D,'v. fa (,J, 5/.J'R--,c.~l 5-1-Y6)++-r~t COIIICLUitOMI Tk.IZ. M 1/Vlt"lVI"l fo-G i-oR..S. ot 5&<. fLy o.vJL /)}a ,...,;.,,1/'M b..L a. f<-~ V41i.A.t~ ~oe Jlo.Ch loc.J Cc;;~ Cfc..c,.>,J,c·""fu;;..· IS a.s.~/luc.J_: C I C.. S. (; .1 + 1 C ...._ t • o n ____tig j<. M c.c.. { Urvu:>va...l EA tr:::J..~J. I &,. ~~ l'4<c· '20 ~ ~ ~~S'.:.:;: _fj?!:y·rr, .--5-:;L-2.0 -h){~ bRll.o..kdoc.J..u b. RI:VIEWIIt (I) COIIIIIIIIINTI r ~rv~ o(.J'I'""~ o., ZD-zg ?.S"~ ~~ t 1 i0S·fo.4-__ ...;;__;;;.._ _________ ---+--'""1'---,"--;;;.._- l I'-' I I c l-it~;;'\) .v UM e.~ 9y f.)(;tJ~S~ol'. • A C.l-:t..;:,., 0 r- TI\E ~Pv'!'fP r,J..r,,;P..h..,<.. ·_._J. • f-k:t"r' Do..>€, OATE Cw.r~~ --'-~-:=.;.lz_;:_~_:=:t=-...__ _____________ ...__ ______ _ STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET J.O./W.O./ CALCULATION NO. REVISION /;;;-t?r:?t?-.s-c; -z.;z-/rJ a PAGE 4 QA CATEGORY I CODE CLASS ;VA !. PowJl.R.hoos~ Cot-J<!.R.l2..t..R. -s+R..uc..tur<....t /s a.;;.. ::..AvwtJ otJ thJl to \low~ d2u'i:7.:. 15Z1oO-FC.-Z.IL A~ D fC-2-13 A 4' c fG-Z 14-ft ~ .D F-e-211 A fG-2Zo/+ FC-ZZ{ FC-Zz z (J- f&-zt 3 A: FC:..-ZZ'f-A u,/JJ,.. .f..;,j-u~ f.;. +1--t. u»J.o..+;J -D,::~h07J CA ..... Iv/'-/c.<t vp;J.,.uJ. -Piau-.} c:E£1. 5~ !J .f/1 2r s/" vp}J.CJ...+-~1-Pfo...w@. £1-<.v, 2/ .E- u_,.;J"' i~r.1 -P 1"-.4 @ £Ltv 9-z-!.::... {).;v.:/f4.f_,.J ... ~~~ r we.... If (Jfldu f_.u.1 -td~.> f-Wet ll UficJ.cd-_, cf -!JcJ ft. +A W a_. (/ (/fleA I...(/ -.5 C),) +4 Wct I ( 2~ -TA.P.. -Po 1/ "C9' C.he:;3?JJ.. 5 ot<. (!o..> f.R_/'1..._ h o,v _;lv f"I-,--<- /Nf()(l..('1il.. h b..;.J 1) ttl\ )l~tv6 o}J 6te"~ shc....ll b..J'.. 3' Tht'ck ~-----~ /" /./:.'w /(/ "' ~- 2) A-ll .....el-evv.. t-'J. S/a_h ~ <5~{,(.~~ U I 9 11 z A/(1 ~;_t;:~ > . ..- ~~-· ~ . ·--~----.- -3) J:G_';;,+ wa../1~ ~ W..o>rUtl~ (j),.l/ b.rL Z/ 7tc/c 4-) No;z_~ .tf .Soor'-' wa /{~ toll/ b-e 3 I T~ ;c)< G) 'D1>C.~J CJr,A.,f;yf\ ?Jul/ CN1// 6R 3' &/' fi(~j -~) v7 s J. o GLJ 1~ ;J. {J ~o~ #..R. r<_ a f F,.; ./ wah/( Clw.f'-. b_.e..i( 1, rJ, };)J . 7) G...-1-"'~R ~A. t<.U..s ga:~!l.l/ Coc&-u~ .-. f"-' CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION .1.0./W.O./ CALCULATION NO. REVISION &5010 61 /~800-S-C-Z!Z-/0 0 SUB.IECT / TITLE.4:) ~ ./ ro ~./(./7</(/.; _A? QA CATEGOR#;;l/ CLASS 3 ) 4) ThJZ. f,l{o~ (o~&_ C« H .. J. .f Fc-c ... fo~ o.f' ~ t-}--C:f'< 5~,/:-"?iu...-.s cJ,i/ b...fl.. coPs//_.et'R~£-s.J2.Q-!t++c...""'/"'J'Nf If pr CASE I 1 2 3 4 5 6 7 8 TABLE 1. STABILITY LOAD CASES AND F.S. CLASSIFICATION CLASSIF. FOR F.S. CASE PURPOSES NAME Normal Operating Unusual • 35g seismic Unusual Storm tide Unusual Servicing LOADING COMBINATION -Substructure, superstructure, and installed equipment weights. -Running or standby turbine operating forces. -Tide at MHW el. 4.0' -+4.0' fluid El. in the discharge chamber -Horizontal and uplift fluid pressure (see geotechnical) -Clean water sump fluid at El. 15' -Same as operating case except: - A .35g seismic ev~ . -Same as operating case· except: -Tide at Storm tide El. +13.4' -+5.0' fluid El. in the discharge chamber -Same as operating case except: -Tide at Highest tide El. 11.4 1 -No discharge chamber w.1ter -No operating turbine forces (spherical valve closed) Unusual Construction -Concrete substructure lieight. -No fluids in discharge chamber Extreme Extreme Extreme • 75g seismic Sump empty Construction with seismic -Tide at Highest tide El. 11.4 1 -Horizontal and uplift tluid pressures (see geotechnical) -No tailwater pressure. -Clean water sump empty .. -Same as operating case except: -A .75 seismic event. Same as operating case except: -Clean water sump is empty. -Tide at highest tide El. 11.4' -Same as Construction case except -A .1g seismic event. CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION .. solO 61 IJ.o./w_::. 1 CALCULATION No. _ I REVIStOoN I PAGE / /:;:;y::Jo-.s -c-z;? -/a 4 ro lPREPARER/DA;t,.e <J/~.-· I REVI~~ /.C)}ECKER /DATE ./ INDEPENDENT REVI~WE~ /DATE i::::J{AJ1 s--2. 0 -3-..? /-' /1 JBJECT /TITLE ~ I / -Po wJ-1'2. huu>L IQA CATEGORY/ C.O,OE CLASS /../ 1-f 3) b) / IDo.!"'.P J. : · 5 cJ V..R...r<. + /cc.../ S.P-1 ~ n, c..-up L!o~~·t1w-Js . Sa./"'f_e a:;, opJlec... ~ C:a..s. .-e. _p...;r~-e_-l'{Jf-loR-A. , ~ V...A.r?.-f; c ;;, I up wa./2 cf FoR e.JL . CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION REVISION () PAGE 7 I A5010.61 PREPARER/DATE C::J fS SUBJECT I TITLE QA CATEGORY I CODE CLASS A/)f h//.-~ ~r~~ ,/ CO_A/5/;0.// .:::1.5 ~ ~;.,~;;;/:_., TABLE 2. STABILITY FACTORS OF SAFETIES AND OTHER PARAMETERS AS A FUNCTION OF CLASSIFICATION. ~ CLASSIFICATION NORMAL UNUSUAL EXTREME F.S. Floatation 1.~-1.2 1.05 -· ' F.S. Overturning 1.5 1.2 1.05 F.S. Sliding 3.0 1.5 1.05 ..-... Tension allowed ·-o-~o 20 20 before cracking Psi Psi Psi Cracking of the YES YES YES base· allowed CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION .1.0./W. 0./ CALCULATION 1110. It£ VIII ON .0.5010.61 oo oa -s-c-Z;z. -1 o PREPUEIII/DATE It/DATE r_7 J _or~ ;::, ,;o ·J - 8.1ECT I TIT I.. QA CATEGORY I COO£ CLASS JUJIJ !5) Th.-1. Sf ct-~ 17 cJ +t.R. 'Po W-L~Lhcv '>-/ 1 :; f/,_.1' ~_a;, u lf of -two c:£ l ~ f1 ;._,c_f ·jd_f-J-te..c....{ Fo12 t* _..e KJ. s,,; ~ 2::/ } +_.e._,-. @ S vp?/A ;/,"'c~~ --t-h.a. F l R. .,. + 27 ~ .f .,.1.""' I .;, C! 0 -""r? (2. f ... ~ ~ CJ p .JZ'/~/f?JI~f~, I~ tf..1 Uff..i ((. (p<J!e. f; ~ of fi/ b v ,-; J. (3/ a NcR 1 r-J e, /J.n/.1 / -tka_ -f-_g_Jl I .;;vf.R.I<. <s.tf2uC.. tu(Lil / thJt CON tr<Lf...t.. d;f/j~.,_ ~ 1£/-e vtA..h~ 4-2~ arJd -.rh..t C a,.vc;2.-e f-r .S~.R_tA-{L WO<./ I 5:. a_~ tf.,r;_/d.s (f) t @ . ~ c:A-fJa (A. I ~ U F ~v-.1'-ft 1. Svf-.2 f2-S f 12 v cfc; te-? do ,~1-u -/1,.)_ o€,af~W_,_ c!?..G/ ~z_ /a--u 4£L .-P/ 5 r ;£,_/ o/ ft..t S ). . .ea. 12 CJC~~-1/.S .. J:.-"'~~~1 ~ /Vof..J oh(lvf P~/1 f@ I ~ TJrl Jl. c5? _12. ,.uL R a_ +-ufi.._ Po.. f2 ~ ...12.-( I s. sp--?e;P,cff :tu~ /.ev.-v .:.() -ft, .. / c/rr..ib/"'~ /C;c-~ /v/#" ~~/ -6/ 77z~_,v.$~,/fr/ ~A # ~~//_,/..· (u. :;~/1(7;._/) toufa/ v 1 r-If \S IP'fo~fv~f .J:a <LNJ'..R/2~-fv~~ +/,a.f YJlp,f,cc.._( ~o~d2~ ffi'o/'-'1 -tA~ Suf..LflSfllvvfJ£/ Cl_fi._ fR.aiJ~ lh 1 f'-.f.-JcY to t-'h .R... Sub~ -fo u c..fJa J( -11..e. 0 ;V 0... 7 ..s ,·s J Pv.a-f {t i::, d QA)J_ 1?-i c~ /"-15'/:J O(Jj 0 ::;~ s -c.- 2/2-/0£~ STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET IIIIEV181 ON &5010.61 0 SUBJECT I TITLE D r ~ ,:0"_/ /( ~ (/ 5-..x' @__co4~v-d @: Jl/ >./c0v/ ys fJ~ 15 Ct7fifl/2/~~/ of _.e/.e.,rl/~ f_.s /N fi/ CoA/Ct:!t 1./ 5u b 5t,z c.~v f..A/ /LL c;_/\)cf J/\1 ctu/.R J f-A_rz_ c/-P~J--ee.l-rX,;L .6~~$~ / 4 5~ ~ cP ~kv--'?~~ Z/ £ ??-~ 4// Co...-v~A'_/~ .d/~~ ~~4/~-/i?..!::-.. ~6,/2'~/ ~ ~3 c;?-,4_./ ~~--__$~,,~ r!o a./ )?/.f/5.£~ ;/~ / '-":!?-/ C£~?A_ ?-~,;:::-:;.- CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION IJ.O./W.O./CALCULATION NO. IREVISI<!JI I PAGE ,10/ &5010 61 15[/ou-S-G-zrz -10 rf-u IREVI EWER/ CHECK~R /DATE t"l INDEPENDENT REV I EWER /DATE V()Jf <; /)o -D S ,o ;1 BJECT I TITLh I QA CATEGO~Y'/70DE CLASS /V tr Vo c--~...R tZ Au v s. ~ :5ubsft2vcfu£-R.. w1.1"/ ctS.S<.Jr.R. ftCA..f tt.R... /a_fJ..f2.c...( /-,ouds a..R.JL ~_.Q s,c;{J2d by th.Jt dtsct-.v...y.JL C:,hofr'W..rz h.Lo._r<.. WCL/(;,, S..a.-L f b f -PoR. -1-h .L c:t C Lu cd SJ:. C -/-1 ~ p((op.JZ.rz..f,..P~ of fA; Ov-tf2-fuJ?~/7 l?.2St5f;!::l bc:::t s....t. ' j6/ POWERHOUSE STABILITY-CALC.15800-212-~-09-May-86 Cb) !ETHOD AND SYMBOLS: The fall owing methods and symbols shall be used: Refer to sketch on the following page. 0 Sum V(+) Sum V ( ) FS floatation R Sum Mo Sum Mr M e M centroid ot I Ct Ch A ft fh y 8 = Origin = The sum of the vertical forces acting downward. = The sum of the vertical forces acting upward. <Excluding the foundation reaction) = Factor of Safety against floatation. = Defined to be Sum V(+)/Sum V(-) = The resultant of the foundation reaction. = Definded to be Sum V(+) -Sum V< ) = Overturning moment about the toe = Resisting moment about the toe. = Net resisting moment about the toe = Defined to be Sum Mr -Sum Mo = Eccenrtricity of R with respect to the centroid. = Defined to be Ct -M/R = Moment about the centroid = Defined to be R*e = Factor of safety against overturning. = Defined to be Sum Mr I Sum Mo = Moment of inertia about the centroid. = Distance from the toe to the centroid. = Distance from the heel to the centroid. = Area of the base. = Uncracked toe stress = Defined to be RIA + < R*e )* Ctl1 = Uncracked heel stress = Defined to be R/A -< R* e) 1< Chl1 = Uncracked length = Defined to be 3*MIR = Uncracked width PREPARED BY: ((JJS DATE REVIEWED: t: ,,:-' \ \ /Oj POWERHOUSE STABILITY-CALC.l5800-212-~-09-May 86 f' h Sum H c FS friction ~ Cracked heel stress ~ Defined to be 2•R/(8*Y) ~ The sum of the horizontal forces. ~ Adhesive force between concrete and rock = The factor of safety against sliding based on adhesion ~ C• A/ Sum H See reference #3 item #12 PREPARED BY: {J !3 CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION J.O./W.O. I CALCULATION NO. .. sow 61 / >cff t.:/'0-.; -c;-2 I Z -/:/ PREPARERd)g SUBJECT I TITLE f) 10 wJ.l/uthx QA CATEGORY/ COOE CLASS ~/j/. I tt .. u .. /-.. / H e tt .. 5010 61 CALCULATION SHEET STONE 8. WEBSTER ENGINEERING CORPORATION PAGE I !( QA CATEGORY I CODE CLASS ;J/J. )6) ?"'· (t"'t< R :.,;., ul( 1 Jr c~-.. I Ct ~- CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION SUI.IECT I TITLE 11) /h..e_tllo~ gocl< OJR'fr'lR-ft;j w;;; bJ?. o.s// vv. ~ #-cf'>/s : C-: ¢= ta.. = :. '-tb.. T+JtM Yc... IVJ... I !2~ :-l_flrJC J, -, I I ftil.h.R. "!> 1 'o JJ b.2tw...t...uJ Rac.IC ,a; Co,.ve.., /Z0f'1v [ A-f~Gt,,~/"f-II tf-..1-' ir/31 I Pt<.' c...+to# ¥-;!.£. 0 I I r ~~~ fr/Zj I ! "' _, ~ 20 ~Sol' p~f_,/ l/'-1'1-:-;rz, I f+ II {)We...~ I~ ~a_~ Pru .. <;..s vl(.t / ' _>.tr~ ;>f ~ llowub/.-t f ..J2-~ ~ 1 Oy (If c..l/oc,JJc{) 20p>~ 1t/d / # 1l-.. tf:-I 0 : ---~- * fbr 0)(tr~e., C<LSQ:-S ) cdA.oM.xL.ble... :. Lf-0 f.<s.f ,,~ eo-nf!rM.d._ r-ock ~~5'' (pe¥ VJ, ShuyYt~ J ;;.f:v[JjB'e>) STONE & WEBSTER ENGINEERING CORPORATION " / . CALCULATION SHEET I PAGE /lo IPREPARER/DAT.J 117 A /-. -/,. IREVIEWER/CHE~ .. E E.RR ~ /D~TE r 1"'./' I INDEPENDENT REVIEWER/.DATE L C/-/,&;> cr/2~/~& ,VVU 1-1 :;, -'3o-c..? ~~ . ll ) Y_~;. ~ f, ~(A: ! 5£i·>~, (., 0/'J~ /+oJ<.tZW-1 ~~ fu ~ 8J V...Qe.f,(-c../ D./t:./ ). 04J'J.> C//1-cl !lc.~~R.. I 7. "-"" ~ I S_..e , ~ ./'-11 ""' Fo.Je t'.R:;.. ~--~ fi 70 COAJCPi! ;_, 5vb.s,t/lv c..-f.Pt'...( !J ft M b _9-j J_g_ 2_ 0...NJ ).)Of-1 E._J.. ;.· 0 1 c. , I ..2.cn.; ,,,r"" 1. rJ r J J • C) Y .. Ju~.+, c ·"--( D-Pc-rf Ao(A~ o.--/ II(),( I?(./~ .. I $-R,~~~ C::.. Fv~ t'J/~ ~~ _A-//'/.S/t~/ ~~;:..,/~)-?OA-~/ ~~ ~ ~-'.--Pv_,/ P J dCI~17!:~,.;;-L~/ ~~ -"A"'J. ~~ / /'!/~ ~,4 .. .,;/-c. ~lfll'?'_,_s,> C/..-< .......... J <4 C' ~ c7# ~ -?//?~/~-? ,. 7-~~-~ ~~-----~ 7~4~~.., /J ~/I?~ ~/'E:" OA.! s ?f:.,N~ . STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET IJ.O.IW.O.ICALCULATION NO. -.I REVISION I PAGE ' 4501061 /:;:;:-t?c?r:/-5-C-Z/2 -/ C/ Jtl 0 I 1 PREPARERIDATE/ / . / £.. lREVIEWERICHf;CK~.,..IDATE liNDEPUDENT REVIEWERfjlATE wg ~/Z;? '$ </J.J[-s-/36-80 /v'//- SUB.JECT I TITLE .<'· • • . . , / -~ :,.-/ "', / IQA CATEGORY I ~DE CLASS ~~ ~/../.Ah::..-;;,/ __....,~&~/-/ #'/ F) b ) p4~~--/ ~~/~-A"$-/.~/?7~~/ ~/~/~ ~t'./..J ~__.:? fi -~~ /-v ~ J-1) &A17~~A/ ~~,/ ~~~ .qcV o ~ -fi _..e_ f-a) + Sr ;!_.~ af jt'; Pe~w.Jr /c.·~ _. ~C/~ (~ /(/ ~;:? ~ .. ,;;/ ,;::/./'- ~/?v(//'/ /v~~ //(/.//, c;?// ?/?/~S. v?/ Ar STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET IJ.O./W.O./ ~ALCULATION. NO. ..... --. I.J'EVIS~fU1 I PAGE I ·~ •5010 61 / .F~C::::v--:------:.--.;.:/,_ -/; lf v 1 1:> )PREPARER/DATE A-L.'-/_ . L ?(/ _g "7 / ';;? ,f;f)' /" IREVIEWER/C 1 ..,ECKE!WDATE .. !INDEPENDENT REVIE'!,ER/':'TE '(J)pJ r' 5, 3~-s ~ /// 3 5) ~ / .< / IQA CATEGORY I CODE CLASS ./ ;'!'~ .Vh _.{/j) /:& ~A > /(' ~ c: ,.-4-..-/~ -'-' 7_A.-_/1~ ~?,/;,.,,_~ .. ~/ ~~/ ~~/-~ /~4/ /J ~ 4.s_,./ / s ~ ;;.-_s-~_..-?.,_./ / ~~-/ 7/.?c;:/{.~ ,.-;-,·/~/ ~ ~ ~1,_>~// ~~ / /0~ -~ ~ .h~~4-:>-7"' ~ /~ ~/ _A'~ " ~_?_, -:-Y:: .wLe-/ k'/4-A. a 5.4~ ~~~,.,., CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION IJ.O./W.O./ CALCULATION NO. ~ JREVISIJ2_N I PAGE/ c.? &5010.61 15800-S-0 -2/Z-/Oif u I PREPARER/DATE~~ ~~~~~ ® c _L / . /. / IQA CATEGORY I CODE CLASS .-?A.&-4-h ,.,#.cf Lo fv~ /-2-..3 ?Ja.. s u LOci ~ PR.-OJ~a.fr' Doc u./'~""'h hU/ af/-r;, o(.M./"'vj-£I-G-'3 /.5:. /..-' @ T )ly._ (?(2 CJ'/l4~ ~~ pi.AJ i-.5> ~ o v~ f f _,vtf> zf s ~_.... 7 C1/UL (~e£..,/..;J ,;..; ~ ~/lo~ S-'2. cha..-J .. Powerhouse Stability D. Asmus 3-14-88 Calc. 15800-SC-212-10A Rev 1 Section properties of the Overturning resisting base Moment of Inertia ,l(ft11 4)............................................................ 955,994 Distance from the toe to the centroid, (ft)....................................... 38.6 Distance from the heel to the centroid, (ft)...................................... 35.4 Area of the base before cracking (ft11 2).......................................... 2,062 Width of base after cracking, (ft)................. ... ...... ........................ 26 Area used for sliding resistance Area at Elevation -9 .................................................................. 2,062 Area at Elevation 2........... ............. .............. .............. ................ 809 Area at Elevation 18.0................................................................ 1,988 Total area............................... 4,859 Foundation: Undrained Summary of the factors of safety and stresses Factors of Safety Case Floating Sliding Case Name Classification Operating Normal 3.14 24.97 .35g Seismic Unusual 3.14 7.16 Storm tide Unusual 2.71 19.84 Servicing Unusual 3.83 62.71 Construction Unusual 2.04 62.71 . 75g Seismic Extreme 3.14 3.98 Sump empty Extreme 3.89 17.99 Consruction with Seismic Extreme 2.04 33.71 .Sg vertical seismic Extreme 1.23 18.89 Page 2 £) Uncracked Uncracked Cracked Toe Heel Heel Over-Stress Stress Stress turning (ksf) (ksf) {ksf) 2.57 6.8 12.6 1.78 16.6 3.7 2.28 6.6 11.5 3.19 5.3 14.6 1.54 6.5 1.2 1.32 27.6 -6.4 30.7 2.78 8.1 12.5 1.46 7.32 0.43 1.11 5.79 -0.28 Powerhouse Stability D. Asmus 3-14-88 Load Case:# 1 Case Name: Operating Case type: Normal Item Steel superstructure ..... Concrete substructure .. Dead weight at El. 42 ..... Installed equiptment... ... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Uplift fluid forces .......... Horizontal fluict forces ... Calc. 15800-SC-212-10A Rev 1 Input Remarks V(+) V(-) H Mr Dl 1,772 70,560 DL 20,623 0 1,Q10,672 DL 4,385 210,765 DL 592 0 34,040 Present 1,800 At Elev. 4.0' 1,465 52,593 At Elev. 15.0' 999 0 28,171 Tide El. +4.0 9,511 Approx. Max. 1,562 29,836 9,511 3,362 1,406,801 F.S. Floating ......................................................... . F.S. Sliding ........................................................... . F.S. Overturning .................................................... . Foundation reaction, (k) .......................................... . Eccentricity, (ft) ................................................... .. Uncracked toe stress, (ksf} .................................... .. (2.9 ksf tension allowed before cracking is assumed} (Not applicable if assumed cracked) Uncracked heel stress, (ksf} ................................... . (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ....................................... .. (Not applicable if uncracked) Cracked heel stress, (ksf) ...................................... .. ! (Not applicable if uncracked) 2 Page Z) ; %Analysis %OF %OF %OF Mo Total Mr Total Mo Total H 0 5.0 0.0 0 71.8 0.0 0.0 15.0 0 2.4 0.0 0.0 43,200 7.9 5:3.5 3.7 0 2.0 0.0 0.0 484,069 88.5 19,833 3.6 46.5 547,102 100 100 100 3.1 25.0 2.6 20,325 -3.7 6.8 12.6 Powerhouse Stability D. Asmus 3-14-88 Load Case: # 2 Calc. 15800-SC-212-10A Rev 1 Case Name: .35g Seismic Case type: Unusual Item Steel superstructure ..... Concrete substructure .• Dead weight at El. 42 ..... Installed equiptment.. .... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Jplift fluid forces .......... I Horizontal fluid forces .... Input Remarks V(+) V(-) H Mr Dl+.35g 1,772 70,560 DL+.35g 20,623 7,218 1,010,672 DL 4,385 210,765 DL+ .35g 592 207 34,040 Present 2,388 At Elev. 4.0' 1,465 52,593 At Elev. 15.0' 999 350 28,171 Tide El. +4.0 9,511 Approx. Max. 1,562 29,836 9,511 11,725 1,406,801 F.S. Floating ......................................................... . F.S. Sliding ........................................................... . F.S. Overturning .................................................... . Foundation reaction, (k) .......................................... . Eccentricity, (ft) .................................................... . Uncracked toe stress, (ksf) .................................... .. (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf) .................................. .. (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ....................................... .. (Not applicable if uncracked) Cracked heel stress, (ksf) ...................................... .. (Not applicable if uncracked) 3 Page / %Analysis %OF %OF %OF Mo Total Mr Total Mo Total H 54,577 5.0 6.9 160,241 71.8 20.3 61.6 15.0 7,169 2.4 0.9 1.8 57,310 7.3 20.4 3.7 6,300 2.0 0.8 3.0 484,069 61.3 19 833 2.5 13.3 789,499 100 100 100 3.1 7.2 1.8 20,325 8.2 16.6 3.7 Powerhouse Stability D. Asmus 3-14-88 Load Case:# 3 Case Name: Storm tide Case type: Unusual Item Steel superstructure ..... Concrete substructure .. Dead weight at El. 42 ..... Installed equiptment... ... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Uplift fluid forces .......... Horizontal fluid forces ... Calc. 15800-SC-212-10A Rev 1 Input Remarks V(+) V(-) H Mr DL 1,772 70,560 DL 20,623 0 1,010,672 DL 4,385 210,765 DL 592 0 34,040 Present 2,388 At Elev. 5.0' 1,603 57,547 At Elev. 15.0' 999 0 28,171 Tide El. 13.4' 11,043 Approx. Max, 1 843 29974 11043 4231 1411755 F.S. Floating ......................................................... . F.S. Sliding .........................................•.................. F.S. Overturning .................................................... . Foundation reaction, (k) .......................................... . Eccentricity, (ft) .................................................... . Uncracked toe stress, (ksf) ..................................... . (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf) .................................. .. (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ........................................ . (Not applicable if uncracked) Cracked heel stress, (ksf) ....................................... . I (Not applicable if uncracked) 4 Page %Analysis %OF o;., OF %OF Mo Total Mr Total Mo Total H 0 5.0 0.0 0 71.6 0.0 0.0 14.9 0 2.4 0.0 0.0 57,310 9.3 56.4 4.1 0 2.0 0.0 0.0 540,844 87.5 20,128 3.3 43.6 618282 100 100 ~00 2.7 19.8 2.3 18931 -3.3 6.6 11.5 2owerhouse Stability D. Asmus 3-14-88 Load Case: # 4 Case Name: Servicing Case type: Unusual Item Steel superstructure ..... Concrete substructure .. Dead weight at El. 42 ..... Installed aquiptmant. ..... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Jplift fluid forces .......... I Horizontal fluid forces ... Calc. 15800-SC-212-1 OA Rev 1 Input Remarks V(+) V(·) H Mr DL 1,772 70,560 DL 20,623 0 1,010,672 DL 4,385 210,765 DL 592 0 34,040 Not present 0 Not present 0 0 At Elev. 15.0' 999 0 28,171 Tide El.11.4' 7,404 Approx. Max. 1,339 28,371 7,404 1,339 1,354,208 F.S. Floating ......................................................... . F.S. Sliding ........................................................... . F.S. Overturning .................................................... . Foundation reaction, (k) ......................................... .. Eccentricity, (ft) .................................................... . Uncracked toe stress, (ksf) .................................... .. (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf) ................................... . (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ........................................ . (Not applicable if uncracked) Cracked heal stress, (ksf) ...................................... .. I (Not applicable if uncracked) · 5 Page 24 %Analysis %OF %OF %OF M:l Total Mr Total Mo Total H 0 5.2 0.0 0 74.6 0.0 0.0 15.6 0 2.5 0.0 0.0 0 0.0 0.0 0.0 0 2.1 0.0 0.0 406,002 95.5 18,910 4.5 100.0 424,912 100 100 100 3.8 62.7 3.2 20,967 -5.7 5.3 14.6 Powerhouse Stability D. Asmus 3-14-88 Load Case:# 5 Case Name: Construction Case type: Unusual Item Steel superstructure ..... Concrete substructure .. Dead weight at El. 42 ..... Installed equiptment.. .... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Uplift fluid forces .......... Horizontal fluid forces ... Calc. 15800-SC-212-10A Rev 1 Input Remarks V(+} V(-) H Mr Mo Not present 0 0 0 DL 11,521 0 497,464 0 DL 3,561 156,040 Not present 0 0 0 0 Not present 0 0 Not present 0 0 Not present 0 0 0 0 Tide El.11.4' 7,404 406,002 Approx. Max. 1,339 18,910 15,082 7,404 1,339 653,504 424,912 F.S. Floating.......................................................... 2.0 F.S. Sliding............................................................ 62.7 F.S. Overturning..................................................... 1.5 Foundation reaction, (k)........................................... 7,678 Eccentricity, (ft)..................................................... 8.8 Uncracked toe stress, (ksf)... ................................ ... 6.5 (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf).................................... 1.2 (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ....................................... .. (Not applicable if uncracked) Cracked heel stress, (ksf) ...................................... .. '(Not applicable if uncracked) · 6 Page ...: t:; ; %Analysis %OF %OF %OF Total Mr Total Mo Total H 0.0 0.0 76.1 0.0 0.0 23.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ·' 95.5 4.5 100.0 100 100 100 Powerhouse Stability D. Asmus 3-14-88 Load Case:# 6 Calc. 15800-SC-212-10A Rev 1 Case Name: .75g Seismic C E t ase type: x reme Item Steel superstructure ..... Concrete substructure .. Dead weight at El. 42 ..... Installed equiptment... ... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Uplift fluid forces .......... Horizontal fluid forces .... Input Remarks V(+) V(-) H Mr DL+ .75g 1,772 70,560 DL+ .75g 20,623 15,467 1,010,672 DL 4,385 210,765 DL + .75g 592 444 34,040 Present 2,882 At Elev. 4.0' 1,465 52,593 At Elev. 15.0' 999 749 28,171 Tide El. +4.0 9,511 Approx. Max. 1,562 29,836 9,511 21,104 1,406,801 F.S. Floating ......................................................... . F.S. Sliding ........................................................... . F.S. Overturning .................................................... . Foundation reaction, (k) .......................................... . Eccentricity, (ft) .................................................... . Uncracked toe stress, (ksf) ..................................... . (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf) ................................... . (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ........................................ . (Not applicable if uncracked) Cracked heel stress, (ksf) ....................................... . (Not applicable if uncracked) Base length after cracking, (ft) ................................. . (Not applicable if uncracked) 7 Page 2::, %Analysis %OF %OF %OF Me Total Mr Total Me Total H 116,950 5.0 11.0 343,373 71.8 32.3 73.3 15.0 15,362 2.4 1.4 2.1 69,170 6.5 13.7 3.7 13,500 2.0 1.3 3.5 484,069 45.6 19,833 1.9 7.4 1,062,257 100 100 100 3.1 4.0 1.3 20,325 21.6 27.6 -6.4 30.7 0.00 50.9 Powerhouse Stability D. Asmus 3-14-88 Load Case:# 7 Case Name: Sump empty Case type: Extreme Item Steel superstructure ..... Concrete substructure .. Dead weight at EJ. 42 ..... Installed equiptment.. .... Operating turbine force .. Discharge chamber fluid Clean water sump fluid .. Uplift fluid forces .......... Horizontal fluid forces .... Calc. 15SOO-SC-212-10A Rev 1 Input Remarks V(+) V(-) H Mr DL 1,772 70,560 DL 20,623 0 1,010,672 DL 4,385 210,765 DL 592 0 34,040 Present 2,882 At Elev. 4.0' 1,465 52,593 Not present 0 0 0 Tide El.11.4' 7,404 Approx. Max. 1,785 28,837 7,404 4,667 1,378,630 F.S. Floating ......................................................... . F.S. Sliding ......................................................•..... F.S. Overturning .................................................... . Foundation reaction, (k) ......................................... .. Eccentricity. (ft) .................................................... . Uncracked toe stress, (ksf) ..................................... . (2.9 kst tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf} .................................. .. (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked} Cracked toe stress, (ksf) ....................................... .. (Not applicable if uncracked) Cracked heel stress, (ksf} ...................................... .. (Not applicable if uncracked) B Page _:7 %Analysis %OF %OF %OF Mo Total Mr Total Mo Total H 0 5.1 0.0 0 73.3 0.0 0.0 15.3 0 2.5 0.0 0.0 69,170 14.0 61.8 3.8 0 0.0 0.0 0.0 406,002 82.0 20 024 4.0 38.2 495,196 100 100 100 3.9 18.0 2.8 21,433 -2.6 8.1 12.5 Powerhouse Stability D. Asmus 3-14-88 Calc. 15800-SC-212-10A Rev 1 Load Case: #8 ( fZ.1:, p. '3 ~ t J Case Name: Construction with .1 g Seismic Case type: Extreme Input Item Remarks V(+) V(-) H Mr Mo Steel superstructure ..... Not present 0 0 0 Concrete substructure .. DL+ .1g 11,521 1,152 497,464 21,268 Dead weight at El. 42 ..... DL+ .1g 3,561 156,040 Installed equiptment... ... Not present 0 0 0 0 Operating turbine force .. Not present 0 0 Discharge chamber fluid Not present 0 0 Clean water sump fluid .. Not present 0 0 0 0 Uplift fluid forces .......... Tide El.11.4' 7,404 406,002 I Horizontal fluid forces ... Approx. Max. 1,339 18,910 15,082 7,404 2,491 653,504 446,180 F.S. Floating.......................................................... 2.0 F.S. Sliding............................................................ 33.7 F.S. Overturning..................................................... 1.5 Foundation reaction, (k)........................................... 7,678 Eccentricity, (ft)..................................................... 11.6 Uncracked toe stress, (ksf)...................................... 7.3 (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heel stress, (ksf).................................... 0.4 (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ....................................... .. (Not applicable if uncracked) Cracked heel stress, (ksf) ...................................... .. I (Not applicable if uncracked) 9 Page 2 ;' %Analysis %OF %OF %OF Total Mr Total Mo Total H 0.0 0.0 76.1 4.8 46.2 23.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 91.0 4.2 53.8 100 100 100 Powerhouse Stability D. Asmus 3-14-88 Load Case: # 9 Calc. 15800-SC-212-10A Rev 1 Case Name: .5g Upward seismic Case type: Extreme Input Item Remarks V(+) V(-) H Mr Mo Steel superstructure ..... DL 1,772 886 70,560 35,280 Concrete substructure .. DL 20,623 10,312 0 1,010,672 505,336 Dead weight at El. 42 ..... DL 4,385 2,193 210,765 105,383 Installed equiptment.. .... DL 592 296 0 34,040 17,020 Operating turbine force .. Present 2,882 69,170 Discharge chamber fluid At Elev. 4.0' 733 26,297 Clean water sump fluid .. At Elev. 15.0' 500 0 14,086 0 Uplift fluid forces .......... Tide El. +4.0 9,511 484,069 Horizontal fluid forces ... Approx. Max. 1,562 19,833 28,604 23,197 4,444 1,366,419 1,236,091 F.S. Floating.......................................................... 1.2 F.S. Sliding............................................................ 18.9 F.S. Overturning..................................................... 1.1 Foundation reaction, (k)........................................... 5,407 Eccentricity, (ft)..................................................... 14.5 Uncracked toe stress, (ksf)... .. ...................... ........... 5.8 (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Uncracked heal stress, (ksf). ............................. .... .. -0.3 (2.9 ksf tension allowed before cracking is assumed) (Not applicable if assumed cracked) Cracked toe stress, (ksf) ........................................ . (Not applicable if uncrackad) Cracked heal stress, (ksf) ....................................... . (Not applicable if uncracked) 10 Page 2 :::;1.:. %Analysis %OF %OF '%OF Total Mr Total Mo Total H 5.2 2.9 74.0 40.9 0.0 15.4 8.5 2.5 1.4 0.0 5.6 64.9 1.9 1.0 0.0 0.0 39.2 1.6 35.1 100 100 ·1oo CALCULATION SHEET .0.501061 IPREPARER /DATE .f). /C}f /'r';//,_} JJECT I TITLE ./ v' /t·Jo = 8 '-b.'·(-C,.5'<f8J + '''=-,150 37zr5 coo STONE & WEBSTER ENGINEERING CORPORATION J J.O./W. 0./ CALCULATION NO. /5"~-5c-2/Z. _/?Jfi I REVISION I PAl!: l I 29 I REVIEWER /CHECKER I DATE I INDEPENDENT REVIEWER/DATE I QA CATEGORY I CODE CLASS / o/'/ ,.:" -c?-?S ..:;7 ...-.}cr:fZ.E/?.•"' ':""·:J.I'l·· ¢ :; 6 1 /'.: T#_: _;TA.£/t/ TY L o,....: .. ,/ ! ~!'-~ C'(':''' .,/ ./ v "" ( e /·1, ' • "' 2. 4 : D .. ) ( '5 ? /1 ~ ) -+ r ~ Z ':f_•·s' . • 5 · ' ) ( f"' 'L " )-- 9f, ?77 = ;f·3o 7,:1~ ?~ ( 0- .; :'' .-- •5010.81 EQ w...-E (-x) \...OAOS 5\-\0'Nl\\ 119-t:.. $'E"I<.VI..t:E \.OA\)~ TO 0'0\~:t:\l t:O~C "-ETE. \J'i::S"t.r:;\.1 \..01\t)S \1l\JL\1:9L'f LOP!OS ~'? 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X y X y --0" Slabs on rock 1 0.15 23 43 3 1 1 445 21.5 1.5 9,569 668 2 0.15 23 43 3 1 1 445 21.5 1.5 9,569 668 3 0.15 44 37 3 1 1 733 28 10.5 20,513 7,692 4 0.15 6 14.75 17 0.5 3 339 57.5 1.5 19,464 508 5 0.15 6 14.75 17 0.5 3 339 57.5 1.5 19,464 508 6 0.15 32 16 3 1 1 230 57.5 12.5 13,248 2 .. 880 7 0.15 26 13 3 1 1 152 61.25 1.5 9,316 228 8 0.15 25.5 40 3 1 1 459 77.75 12.5 35,687 5,738 SA 0.15 24 20 3 1 1 216 80.5 12.5 17,388 2,700 88 0.15 17.5 28 3 1 1 221 76.5 12.5 16,868 2,756 9 0.15 24 16 3 1 1 173 80.5 12.5 13,910 2,160 10 0.15 26 22 3 1 1 257 79.5 12.5 20,463 3,218 Spiral Distributor at 15'-0" concrete 1 2120 1 1 2 1 4,240 53.75 24 227,900 101,760 scroll case manifold -0.15 1500 1 1 2 1 -450 57.5 24 -25,875 -10,800 Permanently Installed Equipment turbine 1 214 1 1 1 1 214 57.5 24 12,305 5,136 qenerator 1 284 1 1 1 1 284 57.5 44.25 16,330 12,567 Walls below 21'-0" 11 0.15 16 3 16 1 1 115 8.5 20.5 979 2,362 12 0.15 37 3 25.5 1 1 425 8.5 15.75 3,609 6,687 13 0.15 16 3 16 1 1 115 8.5 20.5 979 2,362 14 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 15 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 16 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 17 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 18 0.15 3.5 85 16 1 1 714 56 11 39,984 7,854 ) 0.15 3.5 85 16 1 1 714 56 11 39,984 7,854 <!.0 0.15 37 2 14.5 1 1 161 50 21.25 8,048 3,420 20A 0.15 37 20 4.5 1 1 500 63 :26.25 31,469 13,112 21 0.15 131.5 2 14.5 1 1 572 89.5 :21.25 51,196 12,156 22 0.15 33.5 2.5 14.5 1 1 182 71.75 :21.25 13,070 3,871 22A 0.15 12 2.5 14.5 2 1 131 56.25 :21.25 7,341 2,773 228 0.15 10 2.5 5 1 1 19 56.25 26 1,055 488 23 0.15 3 26 14.5 1 1 170 75.5 :21.25 12,809 3,605 24 0.15 5.5 2.5 14.5 1 1 30 63 :21.25 1 884 636 Floor at 21' -o• full floor 0.15 163.5 83.75 1.5 1 1 3,081 48.63 :29.25 149,827 90, '118 opng near valves -0.15 24 20 1.5 2 1 -216 74.5 :29.25 -16,092 -6,318 access hatch ·0.15 11 12 1.5 1 1 -30 57.5 :29.25 -1,708 -869 jqenerator opnq -0.15 360 1 1.5 2 1 -162 57.5 :29.25 -9,315 -4,739 Walls & Columns above 21' -0" midway to 42' -0" Eline wall 0.15 163.5 2 9.83 1 1 482 7.75 :34.92 3,737 16,837 A line wall 0.15 163.5 2 9.83 1 1 482 89.5 :34.92 43,153 16,837 11ine wall 0.15 3 79.75 9.83 1 1 353 48.63 :34.92 17,155 12,319 91inewall 0.15 3 79.75 9.83 1 1 353 48.63 :34.92 17,155 12,319 D line columns 0.15 3.5 5 9.83 7 1 181 33.25 :34.92 6,006 6,307 A line columns 0.15 3.5 3.5 9.83 7 1 126 86.75 :34.92 10,969 4,415 E line columns 0.15 3.5 2 9.83 7 1 72 9.75 :M.92 704 2.523 Generator Barrel 11 928.8 21 1 1 1 1,858 57.51 :39.05 106,812 72,539 Mx, kft= 1,010,672 TOTALS My, kft• 457,794 Wt, k== 20,623 Weight and center of gravity of concrete structure Nails & Columns below 42'-ow midwav to 21'-ow Eline wall 0.15 163.5 2 9.83 1 1 482 7.75 44.75 3,737 21,577 Aline wall 0.15 163.5 2 9.83 1 1 482 89.5 44.75 43,153 21,577 11ine wall 0.15 3 79.75 9.83 1 1 353 48.63 44.75 17,155 15,787 9linewall 0.15 3 79.75 9.83 1 1 353 48.63 44.75 17,155 15,787 D line columns 0.15 3.5 5 9.83 7 1 181 33.25 44.75 6,006 8,083 A line columns 0.15 3.5 3.5 9.83 7 1 126 86.75 44.75 10,969 5,658 E line columns 0.15 3.5 2 9.83 7 1 72 9.75 44.75 704 3,233 Floor at 42' • ow full floor 0.15 163.5 84.33 1.33 1 1 2,751 48.92 50.33 134,564 138,443 generator opng ·0.15 15.13 17.46 1.33 0.5 16 -422 57.5 50.33 ·24,243 -21,220 access hatch -0.15 12 12 1.33 2 1 -57 57.5 50.33 -3,304 -2,892 valve access ·0.15 13 11 1.33 2 1 -57 75.7 50.33 -4,319 -2,872 stairwells -0.15 8 21.5 1.33 2 1 -69 19.5 50.33 -1 338 -3,454 Beams below 42' -ow D line 0.15 16.5 2 1.67 6 1 50 32.5 48.83 1,612 2,422 between 7 & 9 lines 0.15 16.5 2 2.67 6 1 79 51.17 48.33 4,058 3,833 near door 0.15 10.33 18.25 2.67 1 1 76 78.88 48.33 5,956 3,649 access hatch -0.15 5 5 4 1 1 -15 73.33 49 ·1,1 00 -735 Mx, kft• 210,765 TOTALS My, kft,. 208,875 Wt k .. 4 385 Calculate Centers of Gravity Concrete Substructure X • 49.01 ft Concrete Substructure Y • 22.20 ft Concrete at Elev. 42'-0w X. 48.07 ft Concrete at Elev. 42'-0w Y. 47.64 ft Weight and center of gravity of concrete structure -Stage 1 Construction Force Arm Arm Moment Moment Item Density Dimensions Factors Vert. X y X y 3' -0" Slabs on rock 1 0.15 23 43 3 1 1 445 21.5 1.5 9,569 668 2 0.15 23 43 3 1 1 445 21.5 1.5 9,569 668 3 0.15 44 37 3 1 1 733 28 10.5 20,513 7,692 4 0.15 6 14.75 17 0.5 3 339 57.5 1.5 19,464 !508 5 0.15 6 14.75 17 0.5 3 339 57.5 1.5 19,464 508 6 0.15 32 16 3 1 1 230 57.5 12.5 13,248 2,880 7 0.15 26 13 3 1 1 152 61.25 1.5 9,316 228 8 0.15 25.5 40 3 1 1 459 77.75 12.5 35,687 5,738 SA 0.15 24 20 3 1 1 216 80.5 12.5 17,388 2,700 88 0.15 17.5 28 3 1 1 221 76.5 12.5 16,868 2,756 9 0.15 24 16 3 1 1 173 80.5 12.5 13,910 2,160 10 0.15 26 22 3 1 1 257 79.5 12.5 20,463 3,218 Soiral Distributor at 15'-0" concrete 1 2120 1 1 / 0 1 0 53.75 24 0 0 scroll case manifold -0.15 1500 1 1 ' 0 1 0 57.5 24 0 0 Permanently Installed Equipment turbine 1 214 1 1 I 0 1 0 57.5 24 0 0 !generator 1 284 1 1 0 1 0 57.5 44.25 0 0 Walls below 21'-0" 11 0.15 16 3 16 1 1 115 8.5 20.5 979 2,362 12 0.15 37 3 25.5 1 1 425 8.5 15.75 3,609 6,687 13 0.15 16 3 16 1 1 115 8.5 20.5 979 2,362 14 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 15 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 16 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,485 17 0.15 35.5 3.5 25.5 1 1 475 17.75 15.75 8,436 7,4:35 18 0.15 3.5 85 2.83 1 1 126 56 4.42 7,072 558 19 0.15 3.5 85 2.83 1 1 126 56 4.42 7,072 5S8 20 0.15 37 2 14.5 ,/ 0 1 0 50 .21.25 0 0 20A 0.15 37 20 4.5 v 0 1 0 63 :26.25 0 0 21 0.15 131.5 2 14.5 1 1 572 89.5 :21.25 51,196 12,1:56 22 0.15 33.5 2.5 14.5 1 1 182 71.75 :21.25 13,070 3,8'71 22A 0.15 12 2.5 14.5 2 1 131 56.25 :21.25 7,341 2,773 228 0.15 10 2.5 5 1 1 19 56.25 26 1,055 488 23 0.15 3 26 14.5 1 1 170 75.5 :21.25 12,809 3,605 24 0.15 5.5 2.5 14.5 1 1 30 63 :21.25 1,884 636 Floor at 21' -0" near 1 Line 0.15 " 9 .J 18 " 1.5 1 1 36 ,' 55.25 29.25 2,014 1,066 triangular sections 0.15 ,; 11.25 v 12.25 ~ 1.5 2 0.5 31 v 38.08 -' :29.25 1,181 907 between D & E Lines 0.15 -/ 163.5 v'27.25 -1.5 1 1 1,002 / 20.38 ./ :29.25 20,430 29,322 between D & Cl Gen. 0.15 v 45.75 ' 21.75 ·-1.5 1 1 224 v 44.88 ~ :29.25 10,048 6,549 between Cl Gen & A 0.15 v 34.75 v 33 -1.5 1 1 258 v 72.25 . 29.25 18,642 7,547 Walls & Columns above 21' -0" midway to 42' -0" Eline wall 0.15 163.5 2 9.83 1 1 482 7.75 :34.92 3,737 16,837 Aline wall 0.15 163.5 2 9.83 1 1 482 89.5 :34.92 43,153 16,837 11ine wall 0.15 3 79.75 9.83 1 1 353 48.63 :34.92 17,155 12,319 91ine wall 0.15 3 79.75 9.83 1 1 353 48.63 :34.92 17,155 12,319 D line columns 0.15 3.5 5 9.83 7 1 181 33.25 :~4.92 6,006 6,307 A line columns 0.15 3.5 3.5 9.83 7 1 126 86.75 :~4.92 10,969 4,415 E line columns 0.15 3.5 2 9.83 7 1 72 9.75 :~4.92 704 2,523 Generator Barrel 11 928.81 21 11 .J 01 11 01 57.5 :19.05 Ol 0 Mx, kfl= 497,464 TOTALS My, kfl= 212,666 Wt,k= 11,521 J-A/ Weight and center of gravity of concrete structure -Stage 1 Construction Force Arm Arm Moment Moment Item Density Dimensions Factors Vert. X v X v Walls & Columns below 42' -0" midway to 21' • 0" Eline wall 0.15 163.5 2 9.83 1 1 482 7.75 44.75 3,737 21,577 A line wall 0.15 163.5 2 9.83 1 1 482 89.5 44.75 43,153 21,577 1!ine wall 0.15 3 79.75 9.83 1 1 353 48.63 44.75 17,155 15,787 9line wall 0.15 3 79.75 9.83 1 1 353 48.63 44.75 17,155 15,787 D line columns 0.15 3.5 5 9.83 7 1 181 33.25 44.75 6,006 8,083 A line columns 0.15 3.5 3.5 9.83 7 1 126 86.75 44.75 10,969 5,658 E line columns 0.15 3.5 2 9.83 7 1 72 9.75 44.75 704 3,233 Floor at 42' -0" between D & E 0.15 v' 163.5 v 26.75 v 1.33 1 1 873 ..1 20.13 v 50.33 17,564 43,915 between A & D 0.15 ..; 42.75 .. 57 . 1.33 1 1 486 v 62.25 ' 50.33 30,262 24,467 access hatch ·0.15 ·~ 5 '? 5 ., 1.33 2 1 -10 72.5 . 50.33 -723 -502 stair "B" -0.15 " 5 v 12.96 v 1.33 1 1 -13 y 16.73 ~ 50.33 -216 -651 stair "C" -0.15 .; 4.4 > 14.67 ~ 1.33 1 1 -13 19.58 c 50.33 -252 -648 Beams below 42' • 0" Dline 0.15 16.5 2 1.67 6 1 50 32.5 48.83 1,612 2,422 between 7 & 9 lines 0.15 16.5 2 2.67 6 1 79 51.17 48.33 4,058 3,833 near door 0.15 10.33 18.25 2.67 1 1 76 78.88 48.33 5,956 3,649 access hatch -0.15 5 5 4 1 1 -15 73.33 49 ·1 '1 00 -735 Mx, kfta 156,040 TOTALS My, kft .. 167,451 Wt k .. 3,561 Calculate Centers of Gravity Concrete Substructure X • 43.18 ft Concrete Substructure Y • 18.46 ft Concrete at Elev. 42' -0" X • 43.81 ft Concrete at Elev. 42'-0" Y .. 47.02 It CALCULATION SHEET .0.5010 61 PREPARER/OATE U/rf3, SUBJECT I Tl T LE z:-:c· -~ /-.l.r, Z:..8 CD-'!:-1 STONE & WEBSTER ENGINEERING CORPORATION J.O./W.O. /CALCULATION NO. / 7g-~v--c--~-z;z-/ o -..._..- ' z~:o ZO·u REVIS I ON PAGE 0 3C, zo~o· DE CLASS ® p ' .. zo-o t:""-,_ 13 :_~~o· l.o~o·· I 7D:o" so'-d' 5~c·· "' ( jr t .. . :. 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P~+ S/~ Oif> I I :Pf I 6, 0 0 0 ~/~.SV?f'~ ~/'/A/_£;5/J /1 rc-u...~d~_: (/~~~//'"'~/ If~~~ //;fo!,'/ ;~ J1-v;.. ?.#~ ~ >~~ 0 l 0 . /...f /~A//:(" c; ;;~ -() 9~(/ (/(//I c>rJ f> 2cf / /,I f'l?/rl/ U1 [ . .J. ~ /V;t!'--/ acjy Or) :;;;4 b Tf I r/3 ' -b /< t ..1 o-r' ..5/4 J.r 17-3 ...tc/ /J / Powerhouse Stability -Calc. 15800-SC-212-10A Calculate the magnitude of the uplift force due to uplift pressure and the resulting overturning moment. Tide Elevation: 13.4 ft Dicharge Chamber: Fluid at 5 ft r P· by. Uplift t Item Elev. Pert. Pressure Dimensions (ft) CYIN) (ksf) {ft} 1 -9 y -1.47 23 43 1 2 -9 y -1.47 23 43 1 3 0 N -1.13 44 37 1 4 -9 y -1.47 6 14.75 17 5 -9 y -1.47 6 14.75 17 6 0 N -1.13 32 16 1 7 -9 N -1.69 26 13 1 8 2 N -1.00 25.5 40 1 SA 2 N -1.00 24 20 1 88 2 N -1.00 17.53 28 1 9 2 N -1.00 24 16 1 10 2 N -1.00 26 22 1 Total rp· t 1 1 1 0.5 0.5 1 1 1 1 1 1 1 v .351\ \ Uplift ;·Arm Force X (k) (ft) -1,454 21.5 -1,454 21.5 -1,832 28 -1,106 57.5 -1,106 57.5 -576 57.5 -570 61.25 -1,020 77.75 -480 80.5 -491 76.5 -384 80.5 -572 79.5 -11,043 Rev 1 Page 65 Overturn Moment (ft-k) -31,257 -31,257 -51,282 -63,584 -63,584 -33,120 -34,884 -79,305 -38,640 -37,545 -30,912 -45,474 -540,844 Center of force: 48.98 ft from toe of powerhouse Powerhouse Stability -Calc. 15800-SC-212-10A Calculate the magnitude of the uplift force due to uplift pressure and the resulting overturning moment. Tide Elevation: Discharge Chamber: Dewatered I p.bt.f f p·35A; ' Uplift " • Uplift \'Arm Item Elev. Perf. Pressure Dimensions Force X (ft) {YIN) (ksf) (ft) (k) (ft) 1 -9 y -0.43 23 43 1 1 -420 21.5 2 -9 y -0.43 23 43 1 1 -420 21.5 3 0 N -1.13 44 37 1 1 -1,832 28 4 -9 y -0.43 6 14.75 17 0.5 -320 57.5 5 -9 y -0.43 6 14.75 17 0.5 -320 57.5 6 0 N -1.13 32 16 1 1 -576 57.5 7 -9 N -1.69 26 13 1 1 -570 61.25 8 2 N -1.00 25.5 40 1 1 -1,020 77.75 SA 2 N -1.00 24 20 1 1 -480 80.5 88 2 N -1.00 17.53 28 1 1 -491 7€>.5 9 2 N -1.00 24 16 1 1 -384 80.5 10 2 N -1.00 26 22 1 1 -572 79.5 Total -7,404 v Rev 1 Page 66 Overturn Moment (ft-k) -9,037 -9,037 -51,282 -18,383 -18,383 -33,120 -34,884 -79,305 -38,640 -37,545 -30,912 -45 474 -406,002 Center of force: 54.84 ft from toe of powerhouse Powerhouse Stability -Calc. 15800-SC-212-10A Calculate the magnitude of the uplift force due to uplift pressure and the resulting overturning moment. Tide Elevation: 4ft Discharge Chamber: Fluid at 4ft I f• Uplift -f Item Elev. Perf. Pressure Dimensions (ft) (YIN) (ksf) (ft) 1 -9 y -1.03 23 43 1 2 -9 y -1.03 23 43 1 3 0 N -1.13 44 37 1 4 -9 y -1.03 6 14.75 17 5 -9 y -1.03 6 14.75 17 6 0 N -1.13 32 16 1 7 -9 N -1.69 26 13 1 8 2 N -1.00 25.5 40 1 SA 2 N -1.00 24 20 1 88 2 N -1.00 17.53 28 1 9 2 N -1.00 24 16 1 10 2 N -1.00 26 22 1 Total ( f' 3SA I t Uplift \ Ann Force X (k) (ft) 1 -1,019 21.5 1 -1,019 21.5 1 -1,832 28 0.5 -775 57.5 0.5 -775 57.5 1 -576 57.5 1 -570 61.25 1 -1,020 77.75 1 -480 80.5 1 -491 76.5 1 -384 80.5 1 -572 79.5 -9,511 v Rev 1 Page 67 Overturn Moment (ft-k) -21,901 -21,901 -51,282 -44,552 -44,552 -33,120 -34,884 -79,305 -38,640 -37,545 -30,912 -45,474 -484,069 Center of force: 50.90 ft from toe of powerhouse Powerhouse Stability -Calc. 15800-SC-212-10A Calculate the magnitude of the uplift force due to uplift pressure and the resulting overturning moment Tide Elevation: 11.4ft Discharge Chamber: Fluid at 5 ft 1p.c4 Uplift t Item Elev. Perf. Pressure Dimensions (ft) (YIN) (ksf) (ft) 1 -9 y -1.38 23 43 1 2 -9 y -1.38 23 43 1 3 0 N -1.13 44 37 1 4 -9 y -1.38 6 14.75 17 5 -9 y -1.38 6 14.75 17 6 0 N -1.13 32 16 1 7 -9 N -1.69 26 13 1 8 2 N -1.00 25.5 40 1 SA 2 N -1.00 24 20 1 88 2 N -1.00 17.53 28 1 9 2 N -1.00 24 16 1 10 2 N -1.00 26 22 1 Total ( f>. 35A ·~ J Uplift \Arm Force X (k) (ft) 1 -1,365 21.5 1 -1,365 21.5 1 -1,832 28 0.5 -1,038 57.5 0.5 -1,038 57.5 1 -576 57.5 1 -570 61.25 1 -1,020 77.75 1 -480 80.5 1 -491 76.5 1 -384 80.5 1 -572 79.5 -10 730 / ,/ Rev 1 Page 68 Overturn Moment (ft-k) -29,344 -29,344 -51,282 -59,691 -59,691 -33,120 -34,884 -79,305 -38,640 -37,545 -30,912 -45,474 -529,231 Center of force: 49.32 ft from toe of powerhouse 2 4 5 6 7 8 9 10 II 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 33 34 35 36 37 38 39 40 41 42 43 44 45 46 .. 5010 65 J.O. OR W.O. tfo. /~CU STONE e. WEBSTER ENGINEERING CORPORATION CALCULATION SHEET CALCULATION IDENTIFICATION NUMBER DIVISION u GROUP CALCULATION NO. OPTIONAL TASK CODE _:5-C, Z/2 -/0~ ReJ.·~JJ<;J;;. /dAJJP ~,?,o-8 G l C~k...<:D {}'1 /#._'1'Ti'UJ~S t-h:l'l'l'.. ) -S..e_e f-tu~ ~ct).xe)y ~ fl.,,~ ~y_ ~ f/.t £u,/~ "" PAGE 6tf f_.Lv _9..... t)~y_ / ~_;/~ ~4t:l0,- 7../x~_; _ _/ ..A./5Jf<GI,-/.A)1? /.;z:-59 ,:~:/,// ./~ v..x.-.:, ~s/f;-__ .,_ / .5~c,r;a,-J Pf?o?,/312 Tl G.-~., SECTION PROPERTIES INPUT NO. OF POPiT·: 16. INPUT H OF SECT!Dii I 5. o. 5. -+3. o. ~.2. 12. :'4. 29. ;-'0. 53. 23. -+3. 28. o. 21. 5 u. 1. c 50. 26. ~c ~· ·-'. :' ., ---.. tt·t',' --->-: ttt'( ---.. tt1'( .. --- tt1'r' tH·' ---:x: tll 1' t ' tTl -' 10:31.75 .(7997.6122 .:;. 4030:;:6'? 1 :::_. '5'~6'3630'3 l 3501. 59912 12:.:::84. 33 218 I -+--- I AREA ><.'Z.. = R= -z 0(.() 2:- 1 -::-;;.~ ;<. 7.. = J:-::. 95'39ct t J 'iT OF' 38;&:, \'BOT C-r -= :;TOF' SBDT Ctr .:;::: 36;~ CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION IJ.O./W.O./ CALCULATION NO. .. J,REVISI ON I PAGE &5010.61 /5r:9t?c:J-s-c:.--z;2--/0.hf C? 7c;) PREPARER/OATE ' REVIEW"" /C.HE~ER /DATE 'INDEPENDENT REVIEW~/OATE WJr/ ::;--'So-8 e:.:. A.J rt a.J,{] SUBJECT I TITLE C) L ~GLI'A.YIOU~ I IQA CATEGO;~ ~ODE CLASS 5 fc. h~ /~ b_/ /V" ./ S/1·£,;..-l 'R.Qs~slv#t'J PR:fj.~!t-~ if 7 (]) 0~-J)Y 11 ft..J.hL>I.ON (.)S12.c0, 11 -fr?-1G+lON tJo+ VS-Rcf' ® R..o f. ..P "-~ It tfr..-ct.. Pr 3 I t-'l-r-. :#: t 3 7' To compute the factors ~-afety again·s-t'-3liding based only on the resistance provided by "adhesion". ~- 7 To allow up to 120 psi working "adhesion" for the purposes of providing sliding resistance. ftH•cl.___..." ;9 S. ,f-"F-15 7 To consider only areas where concrete is cast on horizontal surfaces as capable of' providing sliding resistance due to "adhesion". CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION IJ.O./W.O./CALCULATION NO. J!l 'REVISION 'PAGE --7/ A5010.61 /.::?8aa-s -c...-2/Z-/CJ /7 o r, PREPAR£R /OAT~..,t3 I REVIEWE~CHEC~ER /DATE liNDEPENDENT REVIEWERjDATE J..;))J) r c;---;: o-9 a p rr 'fi.JECT /TITLE V"""J 1 ~ S2Riii(.)()">J( S-fu)~:;.. f4 v I oA cATEGoR)j ;;oE cLAss / B~c::7 Aus..><W o.P #,.; _ f:p:-./ ~ p.,..~,_;/ ~ ~ock fi; _,R/5,-s/ ~r/~/~ ~a/ /??~~ w1l/ .A/vf & C7cz,._5/~,.~ #~?~ ~3 ;J~ ~/7 /~,4-/V ?~// /);;,// ?t€..?55~..</S f,<r"_.~ ~ ~~/ ~//'/ <?/ ~ '&A /# / ~ ~/q /0// ;"V<Jj 6.f, 0.5-.// Ta )?RJ/5/ .;;;;~~II STONE & WEBSTER ENGINEERING CORPORATION 45010.61 CALCULATION SHEET IJ.O./W.O. I CALCULATION NO. IREVISI ON I PAGE /s-~-.s-~-2!?-/c;,f 0 7'2.- IRE VI EWER;'( CHECK,f:R /DATE !INDEPENDENT REV I E~R /DATE t>-)J..;J f-·~ -< 0 -8 (~ /./ # SUBJECT~ITLE / VO~olt~ (£) ~ tl/o~ s/~0 "-"'-w,/J fv 0$// fi(?tt<'rh~ S~ ~/c..f, stc..b n~. u1 ~ftl ~J £/..J//. D.w .ftvjpl/s<u.v I -9 uprJ:+ 7 D.l-.. u>£ ~ cuJ'~) ~ ~J.;;/; &z'~p (, Cf If~ ZO(; G. c,\- f---'----+------+-----+------------------··-·-· 0 CiReuJ Mk-- t;~l 5-/..b () f2(),A.)~ ~c,//{!1 >J .... b • . ... r· JJ~rlante/DLMatdhctt G·'n· F~les/DOC J'Garrity/Chron itikos/J~k WP 26A-G ·J.ssel E\'i:!llens JFinnimor-c WBarker :is hop .uncan HCSherman JHron JNowak NOTES OF MEETING TECHNICAL DESIGN MEETING BRADLEY LAKE PROJECT OFFICE Held in che Conference Room Bradley Lake Project Office 800 A Street Anchorage, AK 99501 April 10, 1986 PURPOSE Present for: J.O. 15800.08 WP 26A-6 T1.2 Stone & Webster Engineering Corporation (SWEC) T. Critikos N. Bishop E. Val lens L. Duncan J. Finnimore J. Nowak J. Hron w. Barker The purpose of the meeting was to discuss: 1. The factors of safety for the powerhouse stability resulting from the analyses under the assumptions agreed upon at the technical design meeting on April 3, 1936 addressing this subject. 2. Review the design criteria and the minimum required factors of 3afety for the powerhou2e. DISCUSSION The previous powerhouse substructure stability calculations were revised by W. Barker to determine the effect of increasing the fluid pressures, adding the turbine operating forces and adding a load case for the Design Basis Earthquake (. 35 g acceleration). The resulting factors of safety were discussed and are indicated below: 1. Construction case. Includes the powerhouse dead weight excluding the weight of the steel superstructure and the weight of the installed equipment; horizontal fluid pressure; and uplift pressures in accordance with those requested in the 4/3/86 technical design meeting, 1560 p.sf at El. 0.0 and 1250 psf at El. 5.0 Floatation F.S. 1.8 Overturning F.S. 1.7 1-232-JW I+J A ' {._. 2. Design Basis Earthquake Case. Includes all the forces in the construction case ~ith the addition of the steel superstrJJcture dead weie.ht; the installed equipment dead weights; the operating turbine forces and a . 35 g seismic acceleration. • Floatation F.S. 2.0 Overturning F.S. 1.3 3. Haximum Credible Earthquake Case. Includes all the forces in the design basis earthquake except the seismic forces are increased to a .75 g acceleration. Floatation F.S. 2.0 Overturning F.S. 1.06 4. Maximum Credible Earthquake ~ith Post Tension Anchors Case. Includes all the forces in the maximum credible earthquake case except post tension anchor forces are added to increase the factors of safety. Floatation F. S. Overturning F.S. 2.5 1.4 ...--' The Q~ent· stability criteria, load combinations, minimum required factors of safety, methods of analysis, and cohesive sliding resisting forces were discussed and the follo~ing decisions were made. 1. To inc~ude'some additional load cases which are indicated in Table 1 below . . 2;..... To classifY each of the load cases based ..,pp-·their probability of occurrence as either a normal, an unusual or an extreme case. The agreed upon classifications are indicated in Table 1 below. 3. To vary the minimum required factors of safety based on the classification indicated in discussion item 12. 4. To include the effects of the various tide levels on the horizontal and vertical fluid pressure against the powerhouse. 5. The following tidal conditions were discussed: Storm tide, el. 13.4 Highest tide, el. 11.4 Mean high water, el. 3.9 Mean sea level, el. -4.0 Mean low water, el. -12.0 6. To include the water weight present in the turbine chamber as a downward force and a resisting moment but not as contributing to the seismic overturning. 1-232-JW 2 7. That if the turbine:J are level will possibility lower than discussed. tide water level is at MHW or lower and the in operation, then the discharge cha~ber water be assumed to be at elevation +-4. The that the discharge chamber water level going elevation +-4.0 during turbine operation was It was determined that this was not likely to occur due to a number of factors. 8. That if the tide water level is higher than MHW and the turbines are in operation, then the discharge chamber water level will be assumed to be at elevation +5.0 due to the effects of the air depression system. 9. To assume for some cases that the water in the clean water sump will be included as contributing to the vertical dead weight, the resisting moment, and the seismic overturning. 10. That if tension is allowed under a loading condition, then 20 psi of tension will be allowed at the heel of the substructure before the foundation is assumed to "crack". 11. To allow the foundation base to "crack" in all cases, providing that all other criteria are meet. 12. To compute the factors ~-afety again's.t-:!liding based only on the resistance provided by "adhesion". 13. To allow up to 120 psi working "adhesion" for tbe purposes of providing sliding resistance. The value was chosen because it reflects a conservative value which would not require a site specific rock property test and would not require special preparation of the excavated surfaces other than surface cleaning prior to concrete placement. 14. To consider only areas where concrete is cast on horizontal surfaces as capable of providing sliding resistance due to "adhesion". 15. That if required for sliding stability, then the slabs areas at elevations -9.0', 0.0', 5.0' and 18.0' could be utilized to provide sliding-resistance. 16. Since all of the slabs mentioned above are subject to net uplift, the possibility of these slabs debonding from the rock was discussed. It was determined that before the entire area of these slabs be would be considered as providing sliding resistance, structural would need to anchor these slabs to the rock with dowels to prevent debonding from occurring. 17. That if a bearing load due to tho spiral casing against the vertical rock on the west side of tbo casing were required to be used to resist overturning, then rock bolts could be 1-232-JW 3 1\ • h_;; 'I,;:~ _,i~; CASE I'\ .I . r .t·t- provided to prevent a failure of the rock in this area. The decision to use this bearing load would require an economic evaluation of the options. 18. That the slabs of the clean water sump and the discharge chamber would be-cast late in the construction sequence. This would ensure that sufficient weight is present to prevent these slabs from uplifting. TABLE 1. STABILITY LOAD CASES AND F.S. CLASSIFICATION CLASS IF. FOR F.S. CASE _, __ , PURPOSES NAME LOADING COMBINATION / Normal Operating Unusual • 35g seismic Unusual Storm tide Unusual Servicing Unusual Construction I Extreme .75g seismic 1-232-JW -Substructure, superstructure, and installed equipment weights. -Running or standby turbine operating forces. -Tide at 1-!HW el. 4.0' -+4.0' fluid El. in the discharge chamber -Horizontal and uplift fluid pressure (see geotechnical} -Clean water sump fluid at El. 15' Same as operating case except: - A .35g seismic ev~ -Same as operating case' except: -Tide at Storm tide El. +13.4' -+5.0' fluid El. in the discharge chamber -Same as operating case except: -Tide at Highest tide El. 11.4' -No discharge chamber water -No operating turbine forces (spherical valve closed) -Concrete substructure weight. -No fluids in discharge chamber -Tide at Highest tide El. 11.4' -Horizontal and uplift fluid pressures (see geotechnical} -No tailwater pressure. -Clean water sump empty. -Same as operating case except: -A .75 seismic event. 4 CASE I 7 TABLE 1. STABILITY LOAD CASES AND F.S. CLASSIFICATION (con't) CLASSIF. FOR F.S. CASE PURPOSES NAME LOADING COMBINATION Extreme Sump empty -Same as operating case except: -Clean water sump is empty. -Tide at highest tide El. 11.4' Extreme Construction -Same as Construction case except: with seismic -A .1g seismic event. TABLE 2. STABILITY FACTORS OF SAFETIES AND OTHER PARAMETERS AS A FUNCTION OF CLASSIFICATION. CLASSIFICATION NORHAL UNUSUAL EXTREME F.S. Floatation 1.~; 1.2 1.05 F.S. Overturning 1.5 1.2 1. 05 F.S. Sliding 3.0 1. 5 1.05 ---Tension allowed 0.0 20 20 before cracking Psi Psi Psi Cracking of the YES YES YES base allowed ACTION The following actions were agreed upon: . - 1. Geotechnical will provide structural with the revised horizontal and uplift pressures which will vary with the height of the tide. 2. If' required f'or sliding stability, Structural will include in their powerhouse slab designs the anchors required to assure that the debonding referenced in discussion item # 16 will not occur. I 3. Both Structural and Geotechnical will revise their respective design criteria to reflect the decisions agreed upon at this meeting. 4. Structural will revise the powerhouse stability calculations to reflect changes in the criteria. W. Barker a/~~ WB/JW 1-232-JW 5 I INTEROFFICE MEMORAf.WUM .& o.o.•• SUBJECT DESIGN DATA TRANSMITTAL DATE / /?7/ly /'1t5 b BRADLEY LAKE HYDROELECTRIC PROJECT ROM GEOTECHNICAL DIVISION TO cc LDuncan ~ TCritikos JBk Ml.3 J": /l7ftJlU ? rlln li tL ~ t:J-re-/"? I b-c:. 3" u-6 c; {/I k) -tJZ ~ J~i~:i7 f-e-i~L-e ~ /~' ,Ill,-&; ~ /~ ~ k.L-'7 b.k ~ ~ ~~ ~ ck--~ w~ ~. ~c;J I t) :r-J ls-a.c.r~ -tJ ~ ?-;-/ ~ ~JJ d ..LI ..-1-..6 ~ .-{ ~ -~ el. 18 ~II "~ ~ _;4 'G II B ~ '~:f. ~~ <i~~' . i ... ,.;· . ~ ' . 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X \-::- L /')t .<; .. · \!... / ' . --_J i I --I I I I -<L__L i ' l ,. ___ ,....J I I l I i 'OWERHOUSE STABILITY-CALC.15800-212-10-02-May-86 -COMP. SHT. NO. 1 PROGRAM UCF by Wally Barker dated 4/22/86 PROGRAM DESRIPTION: UPLIFT CENTER OF FORCE This program was developed to determine the maginitude and the location of the resulting uplift forces. REFER -TO DATA SECTION OF CALCULATIONS FOR THE ITEM NUMBERS AND DIMENSIONS TIDE LEVEL: Tide at 11.4' DISCHARGE CHAMBER: Dewatered Uplift Elev.Perf. Pressure *****Data***** Force Arm . ( t em ( ft) <YIN) <ksf) Dimensions Vert. X U1 -9 y -0.425 23 43 1 1 -420 21.5 U2 -9 y -0.425 23 43 1 1 -420 21.5 U3 0 N -0.28 42 37 1 1 -435 28.0 U4 -9 y -0.425 6 14 17 o.s -303 57.5 us -9 y -0.425 6 14 17 o.s -303 57.5 U6 0 N -0.28 32 14 1 1 -125 57.5 U7 -9 N -1.685 26 13 1 1 -570 62.0 U8 5 N -0.205 23 40 1 1 -189 77.0 U9 5 N -0.205 24 16 1 1 -79 78.0 U10 5 N -0.205 20 28 1 1 -115 80.0 U11 18 N 0 2288 1 1 1 0 so.o ---------- -2960 Center of force = 137524 = 2960 Ot:"l IT t:"l.lt:" n RV • Overturning Moment 9037 9037 12183 17448 17448 7213 35311 14522 6140 9184 0 ------------ 137524 46.5 ni\ Tt:" Ot:"t J T Cl \C /#~/,,~A</ LJZ- POWERHOUSE STABILITY-CALC.15800-212-10-02-May-86 -COMP. SHT. NO. 1 PROGRAM UCF by Wally Barker dated 4/22/86 PROGRAM DESRIPTION: UPLIFT CENTER OF FORCE This program was developed to determine the maginitude and the location of the resulting uplift forces. REFER -TO DATA SECTION OF CALCULATIONS FOR THE ITEM NUMBERS AND DIMENSIONS TIDE LEVEL: Tide at 4' DISCHARGE CHAMBER: Fluid at 4' FOUNDATION: Drained Up 1 if t Elev.Perf. Pressure "'****Data++*** Force Arm Overturning Item ( ft) (Y/N) ( ksf) Dimensions Vert. X Moment U1 -9 y -1.03 23 43 1 1 -1019 21.5 21901 U2 -9 y -1.03 23 43 1 1 -1019 21.5 21901 U3 0 N -0.47 42 37 1 1 -730 28.0 20451 U4 -9 y -1.03 6 14 17 o.s -735 57.5 42287 us -9 y -1 .03 6 14 17 0.5 -735 57.5 42287 U6 0 N -0.47 32 14 1 1 -211 57.5 12107 U7 -9 N -1.685 26 13 1 1 -570 62.0 35311 U8 5 N -0.205 23 40 1 1 -189 77.0 14522 U9 5 N -0.205 24 16 1 1 -79 78.0 6140 U10 5 N -0.205 20 28 1 1 -115 80.0 9184 U11 18 N 0 2288 1 1 1 0 so.o 0 ---------------------- -5401 226091 Center of force = 226091 = 41.9 --------- 5401 PREPARED BY: ~~ REVIEWED BY: DATE REVIEWED: dfft~~h/ LJ3 POWERHOUSE STABILITY-CALC.15800-212-10-02-May-86 -COMP. SHT. NO. 1 ?ROGRAM UCF by Wally Barker dated 4/22/86 PROGRAM DESRIPTION: UPLIFT CENTER OF FORCE This program was developed to determine the maginitude and the location of the resulting uplift forces. REFER -TO DATA SECTION OF CALCULATIONS FOR THE ITEM NUMBERS AND DIMENSIONS TIDE LEVEL: Tide at 11.4' DISCHARGE CHAMBER: Fluid at 5' FOUNDATION: Drained Up 1 if t Elev.Perf. Pressure *****Data*"'"'*"' Force Item ( ft) (Y/N) ( ksf) Dimensions Vert. U1 -9 y -1.08 23 43 1 1 -1068 U2 -9 y -1.08 23 43 1 1 -1068 U3 0 N -0.515 42 37 1 1 -800 U4 -9 y -1 .08 6 14 17 0.5 -771 us -9 y -1 .08 6 14 17 0.5 -771 U6 0 N -0.515 32 14 1 1 -231 U7 -9 N -1.685 26 13 1 1 -570 U8 5 N -0.205 23 40 1 1 -189 U9 5 N -0.205 24 16 1 1 -79 U10 5 N -0.205 20 28 1 1 -115 U11 18 N 0 2288 1 1 1 0 ---------- -5661 Center of force = 235440 -------- 5661 Arm Overturning X Moment 21.5 22965 21.5 22965 28.0 22409 57.5 44339 57.5 44339 57.5 13266 62.0 35311 77.0 14522 78.0 6140 80.0 9184 50.0 0 ------__ .._. ___ 235440 = 41.6 PREPARED BY: CUi> REVIEWED BY: DATE REVIEWED: #~--/ ,_ .. ··.-':-,:: ':I- POWERHOUSE STABILITY-CALC.15800-212-10-02-May-86 -COMP. SHT. NO. 1 'ROGRAM UCF by Wally Barker dated 4/22/86 PROGRAM DESRIPTION: UPLIFT CENTER OF FORCE This program was developed to determine the maginitude and the location of the resulting uplift forces. REFER -TO DATA SECTION OF CALCULATIONS FOR THE ITEM NUMBERS AND DIMENSIONS TIDE LEVEL: Tide at 13. 4. DISCHARGE CHAMBER: Fluid at 5• FOUNDATION: Drained Uplift Elev.Perf. Pressure *****Data***** Force ltem ( ft) (Y/N) < ksf) Dimensions Vert. U1 -9 y -1.08 23 43 1 1 -1068 U2 -9 y -1.08 23 43 1 1 -1068 U3 0 N -0.515 42 37 1 1 -800 U4 -9 v -1.08 6 14 17 o.s -771 us -9 y -1.08 6 14 17 o.s -771 U6 0 N -0.515 32 14 1 1 -231 U7 -9 N -1.685 26 13 1 1 -570 U8 5 N -0.205 23 40 1 1 -189 U9 5 N -0.205 24 16 1 1 -79 UlO 5 N -0.205 20 28 1 1 -115 U11 18 N 0 2288 1 1 1 0 ---------- -5661 Center of force = 235440 -------- 5661 Arm Overturning X Moment 21.5 22965 21.5 22965 28.0 22409 57.5 44339 57.5 44339 57.5 13266 62.0 35311 77.0 14522 78.0 6140 80.0 9184 so.o 0 ------------ 235440 = 41.6 PREPARED BY: ~ REVIEWED BY: DATE REVIEWED: STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET I J.O./W.~CALCULATION NO. ~ d. 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Ct!JCf] 1~C3:·:-~1 I,J!.J.: 'Fi) [t•JS.)] ·'c:l2l::, PlL'!-/o: ': f:) ) [ liJ20 J ·· :;-:;,~? r·v j_ c i t-;g ·r::4t_~. ~ (G) [ tJ.Jll] .. tJr·ll.lStJ.a 1 C46: (F';~) [!;J7] +t32;;\7 E46: tF2) [W7] +G259 646: CF2) [W9] +G26l i· i /~. 6 :~ r::· J .. -~ [ 1:1J (:~) .J -1-(7J :·~~:-~ 6 ·:? 461 (Fl (W9] +6271 A48: (G) [W20] 'Construction ~:<4U~ (i3) [vJJ..i.J ·unusuc~.l ,--~:~8:: (F:?) [l•J7] +G:::.:t::. ( F2} [ ~~7] +En 1.5 ... (F':2) [L.t.!Cf] +CrH7 H4El: ( f7 1 ) [ L~'7 J +032~5 '<:j.F;: ( F l ) [ lf!C7'] +G:3:27 E:~:.o: (C3) [\•Jll] 'F;:t.t·r::!mE• r: ( r:-:z) ::: VJwl] +·lJ3.:S() E:':.'·•);. (f2) LU7J ~--c:r:;,~:;s [; ~)() ; ( F ::; ) [t'.l'f J ·t·G::; ~' 0 1 :;::.u: ( F 1.; c v.Jcn ·t·G:~:.7 t. I :.:.c ~ ( F l) [ l•J''?] +G300 .J i r:: t l r we J H3:3EJ.•l f:;~:,:~~: ( (3) [ L\1~2(1] .. ~~~~-lf(! p t;?Hip t:. y E: •:,·~: : ( (J ) [ L;J 11 ] ' E :< t ;·c·mc? c:s::-:: <F:::J CvJ7:J t·G4~~,~,. E52: (F2) [W7] +0428 0~5:~:: ( ::·:~;) [ I;J".? J t-G4:;;;n 11 (Fl.) [\,J'--7] ·ro4:3(. I~,;:: ( ;:::·1 ) [ vJ'7' J -i-C::J~l-40 ~54: G) [W20] 'Consruction with Seismi 854: [W11] 'Extreme ~·!!: ( F::) [ L'J7 J ·•r:l,+B :L E ::'A: ( F:2) [ llJ7 J HJ-4f:)';. :::,4: \F-"2) CW9} +-~3<1D5 !· i~)LJ. ~ !::-:·.~~) [ i~Jci J +(34{:._:.> l ~:~,lf. : ( F :.~ ) [ l.tJ<7 J + G:<!. r..;; :5 ( C3) ~lJ::~~() ~; ' ~ ~~:lq -..lear· 1.:. i c.:..~ l ::;(·? i ·~~rn i c ~ . ( 8 ) 1/.l 1 :L ] ' E t r· c0 rn f:? f c:·.-, ·.I .::_ [IJJ7] I·(J5c1(l [ ',.IJ •:) J i· U ~=; 2f :;~ i~·-.1 ~5 ::] : ( (~; ) [ ~1J ~;:~ () J ~ C~ .. :-.:t :~:. 1:] ~-.. \.:::.. m •:::: ~ CJ 1=· (;:; ,.--~3. i::. i n (J 059: IG) [W20] 'Cas0 type: Normal E:: {; :::: ; ( b ) :: i;J7 :; · · I r·: p u t 1-LS'l: ( ::;; :: L !,..JC/ J ··.·; Ui::- I..', 11-; ( C! ) :: VJ?] CJF .:; ;:) i} ; t C; ) [ VJU ] /, 0 F ....... /, c: ,, ! J • •.• ~ '-•' II .:· .• -~. t:: ., ·-' •. _! ~ .• ' " , .. , L ··::." ... ' .. ~' ,. .. " ( i.:::; :. [ ~ ... J :·;_·:·: () J ····. I t. ern (::J) [l,;llt:J ··T:('::?IndT!:;:. ( r::;.:: c t-,J7] ··.!·./ ( ·+·) ( r:; } :: f..oJ'/ :J •''·'.) ( .... ) . ( l:::i ) [ I;J'7 :: H l, i..~ ) [ ~!J'/' J t1 j·- ( C~) [ L!JS' J ~·1cJ ~-1.3 ) [ Vi 9 : · T CJ t. ,J. 1 11 i .. (G [W9] A~otal Mo (fJ:· [1.-'JUJ ···TCJt.~<.l 11 (~ t .. ·:.-7 : ( C:i ) [ r/r:? () J ·· ~3 t. (·::·:· e 1 ::~.l __ q:H:::· l-~-t. ,.-· l._u::: t u. ~--· 2 • .. ,. .. • ., • ., r; .. • ,. c.:j 7 ; ( Ci) [ L~ 1.1.] .· DL. C~.~-.:.·:.7: ( F'()) [: W7] 17-7~~-~ ... _,. " }/ .. ..... '!' .. .. '.' " ( F'()) [ !;JC? J '?(;~5~S() ;r-o;: c vJc7:1 o (F1) (W9] 100~F67/F85 (Fll [W9] 100*G67/GB5 .~; (; r.? ; ( G ) [ I..•J :~~ U J .. Con c: ;--'''" t :=:; ·3 u b ·::. t ; .. -u c: t u ;~ e • • , • • • , • • • . • • '.') '-c~ .. ~ .. ···-' / .. •::: LC'•,. '·-''·-' I '' \ C! ~' L l,J 1.1. .:! .. DL ( r:· (} ) [ t·.J ~~ J ~2 (l/) :~~ ::: ( ::=-0 ) [ ~·J 7 ] 0 (FO) (W?J 1010672 ( [:::'()) [ ltJ':?] () lFll I:W9] 100*F69/F85 ( ::·: t ) [ !.•JC~ J r, C) ) [ 1;!20 J .t t) () ~~ ~~::~ ,'!_:, •") / [~ ::~i 5 I f)E•2d ~&.JO. i ~~~ h t.-. L\ )'' .t ~ ( I.:·J .J [ !,..•.J 11 J I D i__ r:11.; ( r::o) c t•J7 J 4:~:D~· : -:;'' 1 : ( :::-0 ) [ 'iJ C) J 21 () 7 (-:, ~- : 1/.1.:: ( ;::1) [V,19] lU(;tF .. /1/i::·(]:::.i f::"'! /1'","1 l.-J. " "'!' •• : .. '· ....... "'"." :·,?:::~ \C:) [!,;i',,~=:)J · In·::.ta:l:li'Dd ·~?quir.Jt;T:G?i-;1.: ••• " •••••• ,., •• .E·:·?::::; ~ ( ~i ) [ \•J .1. 1 J . D L ( F:o ,i 1: w~--J :'.".'i'2 {-·. .... ·-;~· .. :..#, ··-' ·• ;r·(!J Cl•J7J 0 C' 7··:·· .. "·-.• ·-·' ;: (FO) [W9] 5'7.5*C73 ( FO) [ lLJ9] 0 I 1? ··~ ~ ( F l ) [ i•J 7 J l 0 0 ~x F 7 ~::; / F H 5 1 7 :~: ~ ::: F .1. ; c t.!J CJ' J .1. c~ Ci >;~ c:·' 7 ::::: / c; t::: ~~~~ , 'T ·;.: .. ::::; ~ ( r:~ J. ) [ V..l ~3 J l () Ci * E~ 7 ·::; ,/ E~ :::3 ~~ ._,. ~~ ;; ( Ci ) [ VJ ~~~ (' ] 1] p E.· ,.-· .:::·\ t l ;-1 q -~-~. L ~ j·-· i::! 1. l'i C:' -;· C) f·-c \:-? " ,, II • .. ;, .. " .. : ~::i ~ ( (3 ) c l'·J 1. l J .· r· r-(;? ·~:.!~·? r 1 ~~ ·:· ~-:' : ( ::::· () : [ l~J 7 ] .1. :~5 ·:) (_) 17:': -'7 ~:: ., ' .. .J ,· ~-· ., (FU) [l:J':tJ ,~:s:;~c:.o r r::· .L ) i I;J')] 100*-f [!7~:,/IJU~:, tFll [W8] 100%E75/E85 (0 [W20] 'Discharge chamber flu J •.... 'J: (Cl) [l,J.tl] ·p,t El•:o:·i. cJ. ; __ _./ /: F'() ·:~ [~;.J7J 14l~5 !:::· -7·-_:x ~ ( F' (J ) [ l·-J C) J :_:j :·:;·~ ::1 ':13 l·\.7 7: (F::·i) [\\!11'] 1007fF77/F'3:'· 7r_;~ ~ :·: CJ) [ 1/J~.~;()] c: l (~::<:.:"i.n V·J<:"':t t.e r· SL~tT1}:. f lLt i d ..... I< .. h , 01 .... " t-:::7·=?: l CJ) [ l>J 11 J ' {)t E l E?\t. 1 ~: .• 0' :::;rc? ~ ( f~o) [ t'J7 J 7(79 r:: ;:· q : ( r:-o 1 c l<J 7 J o !::-·7·7 ~ ( F·c~; [ t!.J""i] :-2.81-;.:'1. L~7{): ( r::·...:)) ( t·.J<)] (J H79~ tTl.) [VJ'?] 100*F79 F'8~) I (Fl) [W9] 100*879/885 .J 7~':.,': F'l .l [l1J~::~J l()(;*E:7•:.f .. lE:E:~= E:r:l.i;: 1,(31 [VJ:l.t] 'Tide EL. +·'1·.0 DE:; 1 : ( F:-c, :-. c ~~J .. l J c;; ~=·l ~~ 1: (FO) [W9] 484069 {-1~3~::: : ( ~J ) [ W:zc;] .. l .. ·lcJ r· i Z Ctn t.Ct l f lL.l .i d f o t-c t::.'-::-~) ·~ , .. :: " " ,. ,. ... ~3 :] ::::: : ( G ) [ I,•J 11 ] ' Pip r.:· r Ci , 1'1 "''· ;; , Ci~n: ( FO) C W? J 1?B:::::~s rs3: (Fll [W9J 100*+G83/G85 (Fl) [W8] 100*EB3/E85 (FO) [W7] @SUM(C67 .. C83) 085: (FOl [W7] @SUM(067 .. D83) E85: (FO) [W7J @SUM( 7 .. E83) F85: {FO [W9] @SUM(F67 .. F83) 085: (FO) [W9] @SUM(G67 .. 883) ; !Cl~:'.: (G) [ I;.J9] @3Ut1 ( Hb 7 •• HtL~:) .::::::;~ iC3' [W'-'7'] 1'.1~:1UM(I67 •• IG::::) ( EJ) [W8] @SUM(J67 .. J83~ ( u) [ l'J 11] · ::::-. ~::; . F J. oat in':;) ..•.. ~ .......... , ...................... . ::? I i' J : ( :3 ) [ !;.) ll ] . F " :::; " f3 .l i d i l"i 0 " " • " . • • " " cJr:_;: t .! ( F. t ) C tzJ(.;:,] ( C; .. l2 :t t l!. i!. ::r.: ·t~F~ ~~ :~~:1 ) / E: ~3 ~5 [i) LVJJ..lJ ··:·:···_;or::-( (3) ~~ l.\lll] ,. F·c)t...tnd-:~:\ tif.Jn r·t.·~'<;:\C: tic)n, { i::) ,, , ... " .. tFO) [W9] (C85-D85) I' (G) [':'Jl.l.J ,;i'7:~ (Fl) [i'J'=r] -~·;:; ' .7· ''? ( t::~ [ t!J .1. 1 ] _.E~cct!nt.l·· .. cit:.··::/) ~~ t)., +$F$10-(F85-G85)/G95 'Uncracked toe tress, i< ~'!!-f ) ., :; "' n u n = >l .. " 1: h ,. ., • " .. '' 1> • tc "" ,. ., ,, ,, u " .. .. G99: (Fl) [W9] (C85-085l*(SF~10-(F85-G85)/(C85-D85))*~F$10/$F~8+(C85-DB5;/ 1 [; l ~)(.! ~ I:·J ) [ w l :.L J I ( :2 u '":? k ·::; t t.F~n ·:;::. i (Jfl :"::\ 11 C•t;.J(·::d be:.~ t C) r·e c rw• ac !:: in q :i. '::; -·::~ t::. ~~:.t.tfli~:£'d ) 8101: G) [Wll] ·(Not applicable i assumed cracked) 103: Fl; [W9] (C85-D85 *C$F$10-(F85-G85)/(C85-D85l)*$F$12/$F$8+(C85 ·085 !~ r.. .:S ~ C3 ) [ ~, .. J:·:~;o :r (; ) [ I_A_i .J. .'J.. J [ VJ .1. !. J i.. i.J.,I.\ 1 J ' ( • rv k=.:.f tt;::n ion .3.llo,·Je:j l1(:::·''ut~c0 c t applicacl if assumed cracKed • C r· .:.:.. c:: k F: d t. o u •:c. t. r· •:::: ·:c ·:c: :, ( k ·:::: ·f ) • • , , • • .. • .. , . . . .. .. • .. • • • • .. ,_JC·~ F [V.I';;' ;.·.: 1 .t 1 ~ i3 [ \.;J l ..!. Not applic ble f uncracked) Al13: G [W20 'Load Case: # 2 Ail : G [W20 C3se me: sm1c H120= G [W9] A% OF I 1 :.~0 : !3 [t•J9 J ··· :<. C'!) ~!,1,) 1 J ··Ff::•L1D.i··k r-~ L :~:~ .! .. ~ ( CJ ) [ liJ'~l J ..-".!-./ ( +· ) \11 .. :. [t,PJ ''}(--) F: L :·.·: 1 : ( F.i [ t•J 7 J H i .. :: l : ! G ) [ l;JS' J !·k· J _;~ :._·~~ J~ : ( r; ; c tJ.J !':_;~ J ·· · .. ·r c! t: <J. 1 r .. 1 c, .;1~.·: .. 1 .. ~ (G [\'!UJ ····rot:::\ !I F: .:~. :::: ~:;: i 13) [ ~·-i 1.1] .· C•l_ t· • 3 ::,g c ::. r::-c 1: L,J·?· J +¥c~·~;b7 .-''"":'' .,;., ~·' :::: ( F--c ( :-=() (Fl (F.l. [I;J9] ~,4:377 [W9] 100*F123/F141 [W9] 1 *G123/G141 0125: (G) [W20] Concrete substructure. :~~ ~~:. ~ ( F:·~)) [ ~~\~7 J +C:t:-9 F l 'j ~ ( ::::-0 ) [ \•.J 7 J I) • ~S ;::, XC 1 (1.) I, F:-:. ) ::. :::· .1 ) [ t!.J'/] [ [.;J9 j I ;f.I]J2:~,/[3l_ ll-1 [W8] 100tE125 E 41 ( c:J ) c t1J~~c!] i:fJ) [f.A_l.'J.jflJ Dead we ght 2t El. /f '':-·-!· ,.;_ A ~ 'I ~ '" i .··_, '7 _., ' .· .. / .. . '·· -:~ .· " L i l ···:. ·"7 " ' .. ' ... t:,..! ' ., . 7" . ~ ··-· .l . . t ·-') l ( F i .. i ( F7 l ) c:· " ) ( ) r v-r7 J [ tl)'7 J U•iS' J [ :\"1J9 J L 1iJ9] [ !J.l'i] t.!0-1 ·:·: '·-' .J If! :·:o J ' ·:-.· ! .... ~-- 'In·::.t,~\ led +F7~:; ·~ /l L. ~.v !:= ·t .... , .CJ .,_: ·Mr ~ '~-' 'r· ; __ -'-. .:... . bine fo~ce ........ . . ··' }. ; F' } L ~.c .. !E~ J /'E l ·~ _!_ . ...:· ··-' ; f3 ) [ r,~.l :·::·~(; :1 1~3: FO) [W9] 52593 ~~:: l 'i ~. :Ct:::': ~. ~:-=·~.: [!/.JC):J l(1(~;.~[3.l~:;~j/CJ141 :; ::·::::, (Fl) [VJB] .:.oo·t.t:::J~:::~:./El't~L ( C3 ) [ V.! :2 (1 J ~ tJ p 1 i f t f l ct i c~ f c; i·'" c *":!: ~: i .,~. 7 " • .I.• ..• • ·" •• (C) [VlJ] 'T.ide E::I. ·+4.U [ (•J/ J ·=.i ~:. l :t fJ 1 :~:7' ( F() I [ (lJCi' J '~·8/.t-06'7' T J. ·:·.:,·7·; (F. J. ) [ l .. ~'7' J :l i)(l ~f. +C; l :37· l ! ·:l ·t A139 (G) [W20] 'Horizcnt2l fluid forces. H t :s ··:.;> : ( (~ ) [ l•J l J ' ?i p p r· o ;.; , i''! .:;. >~ , i FO ) r:·o ) ( Fl \ l ( Fl \ ' ( r::·() \ l ( F'() \ l FO ) \ ( F(l / ( F•J ) ' c~ .. , [ I r \•J7 J [ t•J'? , ... [ l.<JS'] [ ijJf:.~] [ 1,1)7 ::1 [l!.J"? ] I" lrJ7 ] ... [ LIJ'~i ] , .. l,.\JC? J L vY? ' j 1 '78~~:3 lUO*·+·Cl:t:::::9 Gl'!:l. 100:1:EL:~9 El4J. @::31Jt1 ClT),, C13'7') @SUI'! ( D L2:::; , • D :.:Yi' ;. '~'SLH'1 ( l::: 1 ;:::3 .. , E T7' f6t..t1··1 ( r: 123 ... F .t::~;c:)' :~!H!JM ( [3 ~: :;. •• C:! l : 'i' J @~::JLH''l ( H :! .. ::~ :::; •• iH ::;':;;) .:: J. ,..ll ~ (E)) [ !.1Jc;)] (~~:3LJ!vJ ( I .1 :·:~::::;. ~· I 1 :~::c::;) .. ! l ,:; t ( f.:.i) [ L•iP] @~31JI1 ( ,:J l ~.2~~. .. 1 ::;;::.) (C!) [l1Jll] 'F:.b. F'lu,:•tir:·J .. . :: <~ .: ) := 1.•J'7' ~ H~~ 14 i / 1.4 J. (-=; ll~!-:::_7 ~ l ':."· J ; C! ~.::-.1 :: ( U > [ V! t l J Fl) [~,y-;J (G) [l>H1J ( F .L ) C l•J 7 J ) ~(ill .l. ] (F:) 1 [~'J';i'J .l2t1 4%$F$28 !E141 l··F t-41 /CJl .. ~i·l · F:-ou.r·•d2t~.iDn c:l-4.! .. --· .. D14l ~, ~~·:: 5 :::;. ~ ( (3 ) [ liJ .1. l J r::: c c: 1.7'::· r·1 t. r-c :i. t. >l ~ ( f l". ) _, .. Cit·:::,~::;; ( r:: 1 :. ;: L·J'7 J +'t;F·~ 1.0·· ( F: 14l· .. ;:J t ci ·r : /G .i. ~:, J ' !: !'J l L :; ) ::!iJ.LJ] ((':; [hJ'.Li.] ( ;:::•_t ) [ l,.J.JC?] •) ~. 1: [; :: [ 1;)20! ("·," ··· . .' ... :: t•! 1. 1 J [f.,.> .. ! 1.1. J ; ( 2 .. .f. ........ . ,_. l .. ..i t·;.' plicab c if uncrac :.' ... ,. "i-1> · .. :' 0170: G) [W20] 'Case Nam8: Storm t e 0171: G [W20] Case 1::: ~-7 ~-' : c:; ) [ !if7 ~! · I n pu. ·~- 11'7::., c:: ::L·i9] ··:·; !'inal/•:~ '"" G ':t [ t..J<:) J .. · .. ~,: :]F:- t c·:, ; c 1.~; ~~~ .··· ·.~-·~ !J r:- 01.7~ [W20~ ~Item 1?7~ (f:::JJ [tAJ7] '•1./(-1 ~--;1 :7 : ( (3 ;· [ ~<J7] ·· H :::-' ·r? ' ( C:i ) [ Wi ] !"'i 1·· Gl?~: G [W9] ~ Mo H J 7 7 . : Ci [ VI ':7' J .·. T G t. c:\ l i ·1 v· I :. 7'7: ( <3) C l•J'-~· J 'To t,1 l !'··1·::, . J l · 7 ; / t.:J ) L ~rJ f:; J o t .. :..; l l···! 7' r::; ; ( f:J ) [ i,-.tJ :·.:.?,l) J ' ~3 t: •:? t2 l ·::::.1 __ ~ p •::·:~ r·-~;; t. ~---1 . ..1. c t L\ l'-f::2 ~ >I " -?c_; ., ! ! " ( G ) [ L!J 11 J · DL. ( F.() ( t!J -7 J t-·:t c: ·$l) 7 ( FO [ !;-Fi] 1·$F~H;,7 ,..···t~ c:r:-c, [11-J9J (J Hl?S}: (F'l [V-JS'] 100*F17c~iF197 L.i:''): \Fl [!J.J9] lOO*Cil7'~'/IJl9'7 lU1.~ (l-=J) [t"J20] 'Cone <::)t(':' •;;t.Jb·3ti"L\:::t'..l.rc· ••••••• , l :j t : ( G! [ I;J l l j ' DL. i:to.:l1: (F'U) [t•J7] +Cf:.'-? E:J:~Jt: (l::·o; 1:~·-J?J ILHJ: ,J lt~l ~ (F l [W9] 100*8 81/G197 (F [WB] 100tE181/E197 f.:; ) [ ltH ] ' .DL. (r:o: [\117 i·c·rt ( :~t, ', [ VF? J +·!:::·? 1 l .. ; t u·::~-~ L t-~J.::? J ·_1_ ()(! ::~ ;::.~ 1 t:5:::_:: ./ r~:-.1. -::_) .. 7 VJ::c• J t 1 t 11ed ·.:.-:ql,.,i, i pt;Te:l t. n .... E< J S :'', ; [ l•J l 1 J ' D L. 1. reo; [l1·i7] I·C7:::: i F·•;) U·J7 ( 1:::.,-1 ) w:·i, J ·'· F T=:: 1: 1:::· 1 ) L 1..-'-J F: J .1. c~ () :t.: F~ l ~:~; :=:1 /. E~ .1. tGl [W20] 'Oper0 i g turbLne =187: FO) W7] 2382 _, __ ::::_./'" 1 ( r· .L) J27 (F1) WBJ COtE! /E197 i·ll ( r·o (F='J.) [ t,::JCJ' J c !/_ji.:? J r.::. ;-, ........ _.· 1.c?l ~ (FJ) [t,;.J:·.~·::()] Cle<·~··.n t/·J.~\tE·~·r· "3Ltinp lu.id,. .... " .. " .. , .... , E: .l. -::; .L :: ( G ) [ l•j l t J . r:·, t F~ J. ·:~ ··j , 1 :5 • ,= ·· :~ 91 ~ ( FO) [l•J7] '09'7'9 r~: 1 .. '::? 1 ~ ( r:· (; ; c t.tf7 (·; ::::-ey .1. ~ ( F. C· [ t"J S' ] :·z ::::;: l ·; l iU.9l: ;;r:·; \ [l!J9] 100*F.J.'?l/Fl97 I t 9 !. .: ( F l ) c w 9 :J J n (l * CJ.i c:; l / Ci l C( 7 A193: (G) [W20] 'Uplift fluid forces •.............. El 1. (:?3 ~ ( fJ ) [ L£J 11 J . T .i d c~ t:: l .. 1:3 .. l1 .. · 019~!.: (FO) [!;.J7] 1.1.04:3 t.'·J l ,~~:; :·:~ ; ( F (l ) [ l~J t? ] 5 ""~· (; t~ t:l ,:l :;~ 'L c::; ::~: ~ ( r:· l ) [ ~~-J 9 J l ;~ "i-C3 j_ ::-:; ::: / l3 1. ·~) ·:J7 ~': t':Y :.s :: ( F! l c l,J t .1. J · (:) r.:.~ p 1·· o ; :: . r1.;;;; >~ , ~195: FO) [W7] 1843 .. • ( FO) [ l:.V31] ::::'0 L:::::: . 5: ( F 1) [ VJi?'] .l. ()<);f::-t-'31 •::_f5/:(3.l r::?:7 J195: (Fl) [WBJ 100*E195/E197 c::t<J'7~ (C;;) [!iJ7] @SUI'I(Ct.lr;' •• C1'7'5) ( (J ) ( [i) (c) ( (·J ) [l!J7 J c vr? J c t'J9 J [ ttJ9] @f:)!Jt"1 ( D179 ... Dl'f:";) (~~3UI'1 ( El 79 ... [J 9':·) @3UI·1( F'l79, .. 19;~,) (~ s l.J !'1 ( f.i .t 7 Cj• .. • f:; .1. ~.~_:, ) [WB] @SUM(J179 .. J195) . .)J.O:?"l; r: .~:'') .1 o ( [J ) ( FJ ) [l.1Jlt] ,.F ... f:~; .. FJ.c1a"c !if],_,.b,.., .. ,."""" .. """"' --...... _, •. , .l !,:1..._::1.) J. ~ (Fi) [W9] +C197 0197 ((:::;; :~•Jl.J..] 'F~ .:3. :::lidincJ .. "' .............. , 'Foundation reac ion, ( I< ) a ,, '' o " " •· " r r < •-o. " .. E~ c c: c:·:· r·~ t r .. .i.. c :i. t:. \:---·· ;\ ( f t. ) " " ,. .. .. .. .. .. ,, "" .. , ., ., .. .. ~.~ .. .. .. .. ... " • , r. .. • +$F$~0-(F197-G197)/G207 G21l: L) [l;Y/] (C197-D197)*($F$l0-(Fl97-G197)/(C 97-01 ... '.'i .. ::" C:.i ) ~~ t;J 1.1] · ( ~? .. !-:: s f t.c-::r·1 ::;. :.t. c~n .~.~-l 1 o•.:.Jt':d bt;~ 'f c::.r--c ~-.: r -:7:\C: k j_ r1 ~:·J:? 1:::::; (C) [l1J1L] '(hlcd: .;::;.ppl.i<:: b~c: if as:oUilF0d Ct'":?.c .. :k<:?d . :·:, j .. ·-,J.., .. ;G) [VJ11'] · Un c:: 1 ... ,·.·:\<:::: !: :::d c:, : ( :· j ; [ t•.J'} J -(C197-0l 0 7J~(~F$l (F197-G197) CL97-D197) )1$F~1 :::· ~ ( C·:·~ ) L tAl ~:.":': () ::t . :.:.' ~·.·:: .:t. (:) ;; f (:; ~\ ,·· Lt.,i i :t. ] ~) [Wll] C~~ckod toe str2ss, f •· • n •· •· " • • ' • • • ... r.. r--, ""':)_'.:_:··" r· !,!C :..···,•. {Not 5ppli=able if uncr~~kcd) ' L .. ::-::3d ,·::; .::' .::: . ,. " -F~ ·'l ;: 0'') -:·· .•. ,. ~ .l. :. · ... •· .. .' · . . •···. _ •• ., ''":!' ··-~· d , __ ,,,: .. · .. ''···' .. ( i]) :' r:,;) ((J) ( f;.~ ) (Ci) ( 13) ~ u '; ( c:• ) [ i.•J 1 .1. ] [ L,_i"?:! [ t•J/] [ t!J':?] [ '-'F' J [ L;JC• J [ \•!':? J .·I '-. ~ . .···. "'/ ,: .. · ·/ C::tr:: .····!..) ( +·) .···,1. J l ..... ·., ·,.·... } !· .. ·(._ .. Iii ~-·. I r-.--, ~ '··· /' ~-' ·:.·_· ~ .···. Tc::; t .-:~ :t t· .. ·lcJ ··ruta.l il '::: ;:;::· t". '/ J.. C i I; 9 ~Jn :...t ·::;u -:3. l 0235: (G) [W20] 'Steel supe~structure .. ( Cl J i ~..:::·..-·, \ '·.: ·-· i [l/·.ilt.J 'r·,! , _ _..,L_, ~;: ::=:; :5 ~ ( r· (~ ) [ l:.J 9 J ··!·· ~f F $ {:.· ·:? r3 :·.~--~ ~:~; ~-=5 ~ ( r=-c~ ) c t..1-J c? :J t) : ~·2 ·~:; ":. ~ ! F J ) C l1-J9 J 1. O•:> ;t r-:··.;:::::. '5 i F? ::.:::: . .( ·:? :·=:; ~j :> ( ;:~· .1. ) [ lA.I9 ] l () () }:< (3 ~? ::::; ~=~ _/ (] ::: ~5 ::~; :· •. -·~: '";1"''7 " '!• ... ·.-'/ " ( [i) ~ubstructu~e ....... . ~::::.~")7; ( r:·;) [ VJ l J. J ' Dl._ c:·::.:=;'?· ~ ( ~l)) c vJ·::;· J u F. :·2 ·~:; 7 :: ( r:· () ) [ ~!.j r.9 J +· ::::· ,::_.) c;,' T .. w:":l"'":' .: ,,::. .. :-i · .. : ,, ..... :. i ;; r ........ , .... ,_::·,"' ,, ... .' {" .. ·",1"::···.:.' I '·-· .. :I" (Fll [W9] 100tF237'F253 ;:: F:-.L ) [ t.-'-J .::} J L () () ~~: c; :·: ::~: ~.:r .'l c; :·~-:~ ~~~ ::· (F1) [W2J 100tE2?7 1E253 j:: r::·l):; L i,\;·7·::; +c:·:J .!_ ( .::: c! J L ~!J (? J -I-r::-·:.:7 .1 .· ':::-~:. ) [ v .! (:? -~ .L ~::: () ~:·:: !:-~2 ::::: ·-:.;~ :'/ r::· .-::~ ::=. ::::: ·:.J-2" .. ~ •. . i~ i ; : !,i"'_i ('·, -, L .,-"~_,:.._·_.-.. 'Inst3lled cquiptment ............... _ ·,·-,:-/J ·! . ;,.,) _,_:_ ',.! -· .. ; .. L)l .. _ [ l;.i !_l J .•.r·-7""" . .__. i ·-· ( r::--.-··. c:--···_; '! 1 , •-....... ··, .'.. ~ --~ ,::!. l ·; .._ ~::: 1 ) [ l,~J r::; J --~ () (~ ::f: CJ ~;:-~ 4 J.. _ ... CJ :~2 ~5 :~:: .r .::· '11 ;; ': F: 1. ) C l•J E: J J. :: 'I• ;~ [ :::: il. l .' E:: 2 :~, 3 243: (Fl [WB] 100*C243 E253 C:~.? <\. :j ;; ( F:-C,) [ llJ.7] C· c;· ~:·:, ·=:t. ( r.:· () ) [ \iJ 9 ] l) !·"! ~.~: {~ ~3 : ( ; C24/·, ~ ( FO) CvY? J [ VJ7] r" r·-·"'""1 c:: -:,. ; ~--.::~ ..,! ._,: ,·y:>+7o (C: [V.I:s:O] 'Clc!D.n \•E,~.t0~t-3t.unp f.l.uidc., .. , ~::~:;~~.:;.;?: (C)) [VJl .~. :; t: 1::: l C'/. 15" ~:' ·' ·2 ·<!--~.:.·' ;~ •.. r:· i) [ f/-J ·7 J ~1 c_-:; (1 r::~~:? l1. 7 : ( ::: t) ~ [ l···J 7' J 0 r:-~? :~!. 7 ~ ( \::: i) ) [: t/.J L'? J 2 8 .1. ·:;.'/ j_ 1:,:;,~ 4 /: ( r:·,J :• [ VJ-:t J C' ! J2tl7 : ( F ::;_ ) [ !iJS' J .1 CO :tT::::47 / F:::;,::::: I247: ~Ft) [W9] 100*G247/G253 .J :2:i!; ~ ( F'l ) c r...\Jt3 J t c~o ~i~ c~z /t. ·7 r::::~ :5::: A249: (G) [W20] 'Uplift fluid forces.··-··· ... B?·~,q~ ((3) [~'.Ill] 'Ti.dF! [J. •. :.l. !·' ( F'O) (FC) [~zJ9] (F'L) [W/J .1. (C!) [t·J~:?O] {t:J) [I;JLL] -~ " ( FC) [ L!J7] 'Horizontal fluid · r,ppr·,:::J . l'b. , 1::::::::>7 1 ;~ r::· (J ) [ IJ.J Cl J l ~J 9 .1. (; :: ··~;:.J: ( Fl) [liJ(7] lOOif-+6'.?51 /C2::,:.::, ~:: ~::, L : ( F L ) [ i,zJ;;~] 100 :t E::.2 ~S l / E2 ~.1:::: C253: (FO) [W7] @SUM(C235 .. C251) 8253: FO) [W7] @SUM(D235 .. D251) =25~: (FOl (W7J @SUM(E235 .. E251) F253~ (FO [W9] 08UM(F235 .. F251) 62~3: (FO) [WQ] @SUM(G235 .. G251) H253~ (G) [W9] @SUM(H235 .. H2~1) :::~"~.: {(3'• [l<J9] @~:lJI'1(l:?:::::J:5.,I2::,) ~253~ G) [W8] @SUM(J235. J251) ( CJ) , F" ~~; .. 0257: (~1 [W 0 J +C253/D253 6259: Fl) [W9] .12 144tSF$28)/E25~ r:: :? <::; .l ~ : .. ::.1 [ l~J l :t ] .· r::-... ~; .. CJ \/ e ~--t. t..t i,-n in l:;:J. .. .. .. .. .. .. .. ., , .. ll ,. "" .. " .. " , .. ,.. .. •. .. ,. •. .. ,_ L! Fl) [W9] +F253/G253 ·i·:·:·: ~ .. ~ (., ::::: : ' [ :.t. l ] : r::· ;;:) Lt n :~J 2~ t :i. c:J r~ !·-· (::~ 2\ c t i C• n :. ( k ) .. .. .. .. .. " , .. " .. .. ,. .. _ ... ~ .. " .. ~· ,. .. . G263! FQ [W9 (C253-D253) : : ';·: .'::.'",. E: ) [ I;J J l J ' E c c f:: r-; t.~ :i. ·:: i. , ( + !-) •. • • .. • • • • • • • , • • " • • .. " • , • • • • • , • • • • • • • • G) [W11] · (2.9 ksf tens_an allowed before crac~ing is ~ssumed) ~69 G [Wll] '(Not p~lic ble if ~ssumed cracked) i] ) [ l·'i J .L ] C!) Ll:.JJ.l] (F253-CJ253l/(C253-D?53l) scs! 1F~8 plicabl if ~n ack~d) 0281: G) [W20] ·~o~c Case: # 5 ~282· GJ [W20] C e Name ~283: G) [W20] 'Cas2 type: Unusual .. -._ ··~ --., .-.. i··H ! -::.:\ ,l f·-ii:?~J8" (~) ~: t·Jt~.:"] .··.~/ l]F". T ~·: ;:;~ ::~3 ~ !"·J ) 1" t~.,! C) J C:' F' I ·;?:Jt3 :; •::• ; [ !,;JS J ··."/ or:· .... , .. -,, .... ,,-.. 1 ••• • ~.~c:·:· 7 :; c:;) [!.<111J C1 ) [ ~·J7 J !3) [~lJ'?J r:J; c~-J7:1 .. i) ·: -··) H .:.: F.? '-7 :: ( r.:·; ·1 [ l.:J ct J M ~-- f.:.J :·2 ~~?·;? ~ ( c; ;; r: !,tJ r~.t J !~··1 o 1'"7•C)D" . ' ,;_1_ •• / .. ) [I.1JH::: 'Tot;:;.J. I! 'Steel supe~st~ucture ........... . .• ~'71~ FO CVJ7; F 2'7' 1: ( FU [ W'?] 0 3 ! .. l ,. .. :'>c:. l:. , I I_,;,_; •_.' C3) [ t\1~?~:) ::i (fJ) [~'.Jl.tJ (FO! [!;J7J lUO;~CJ29l /C]:~:oc;: ·concrete bstrwctu ) .... ._' ;,)!.,_ :L 1 ':',?J. ( F i [ !;.Jc;; J iJ.97 4i:A ( FO) [ w:i C• !Fl) [W9J 100$F293/c309 (~1) [W9: 100*8293'8309 (~l) [W9] 100%F295/F309 -·~:?'?'"?: (l"!) [\!.J~:?UJ ·In t:~.ll,::.·cl '~'quipt11FJn': .... F:?. '"::~ .:;1 7 : ( C3 } [ ~.tJ 11. J . l\l Cj p (-c::: s c"3 f"1 1.~. [ t:J7] () (;:=-c)) r l}.jc~] = l •:Fi. 1 !I;J9J l)O*r•·:;,~<::?~' F::::,:;'? r: .r.'C'C•., -\-'..:: ... F;)) [ i,.J? :: .. _ -~CJ'C? : [ !,AJC".i'] ! ' ~290: F1 [W9] 100t+G299/G309 299 Fl) [WB] 100tE299/E309 -f::::)')l: (G) [ !/J:L 1. J "t-"~c; i:. pf··;;.::-:::;.E!n t 1 : ( := c= ; [ '.~.J ~7 J c( H301: (F ) [W9J 100*F301/F30q c:•~C:2: ( FO) [ l'J7] 303: G) [W20] 'Clean water 3ump fluid ... ( F·cj) c t.:.J<.? J c~ ( ;:::-() ) [ J._!J i? J .. -. ~303: (Fl) [W9J 10C*F303/F309 1303: (Fl) [W9] 100*G303/G309 ,J .. ::; 0 ~::. ; : ~:::· 1. ) [ t~J ~3 ] 1 (J (.! * E:: 3 (} ~:!: E: :::;: Ct cy A305: (G) [W20] 'Uplift fluid farces ...•.......•... >:•'-:~:(<~·~ (Gl [t1l1J] 'T.i.c:l(:~ El "l:L .4' [305: (FO) [W7] 7404 :-:-;::~(}~:.) :: ( F')) [ t,Jt~;;] :::1-(:6()():·:·: ( F l ) [ l·'J9 ] f:)) [ (lJ20] l () <) ;~: + 13 :::;: (; ::! ; .... CJ ~; () '::? 'Horizontal fluid 7 • ( r.:::; ;t [ t1J ll J · tl p pr-o:< • M ,:;, :< • , ~ ( r~\i; [!J.F J 1::;39 c;;::()7: (r~o) cw~?J u=.l':11o 1307: (Fl) [W9] 100t+G307 8309 . :.~:() ·7 i ( F' 1. ) [ t1JE1 J .t ()() ;-:<E3()'? / t:::~~:(J(? [W7] @8UM(D291 .. D307) [W7] @SUM(E291 .. E307) [W0J @SUMtF29l .. F307 [W9] @SUM(G291 .. G307) i C·Y:1 : c;) [ ~~J'7 J @3Ui1 ( H2':!' .1 •• H30? ) ! 1.:; ' [ t•.J9 J r;'!~3Ut·1! I 29 ... I ::'/)7) G) [W8] QSUM(J291 .. J307 [ t•J 1 1 ] ' ::::· • :::3 .. !:::· l u c;; l:.·.l n (:) .. .. . • . . . . . . . . . . . • . c t•J;;:: -i·t::;:~:o·:;; i D •::n·; B~15: G [W11J 'F S. Sliding ...... . ( r.::; ) ;: 11 J ' F . '3 • D \/ tc' r t u t·-r ·1 .i n g • • • • • , . • . • .. ., • • . . . . .. • • • (Fll [W9] +F~09 8309 (C:n [l.<.lllJ 'Fau.nd.::~.l:icn r•::::actiorL, (I::) ......................... . (:J .. ::. (FO) [W9~ (C30~-D309) ::~:~:;:·:·~.1: (f-3) [i/Jll] 'Ec c·:·!nt.r-.i.cit·/:: ft) .. " .... ., .......... , G32l: (F1) [W9] •SF$LO-(F309-G309)/G319 ( f: 1. ) [ 1;)9 J [l•JJJ] 2.9 ksf tension llawed before crac~ing is assumed) [ l.d t J J A337: (G) [W20 'Load Cace: A338: (G) [W20 'Cas~ Namo: ,, / (G) [W20 Case typ~: Extreme '.::. ~Ji (i : ( U ) [ :/J 7 ] · T n p L\ < f ::~: ::l() : ( f'.j) [ ~JC'7)] ··-.tt/ {~\n ,3, ( ·-;:, -J:.~!.ll : ( c:; ) [ :;,)9] . '%. C!F ::: ::; 'i 1 :: ( Ci} [ [iJC) J /~·~ !JF · ~ 'i 1. ~ ·: c:: ) [ vm J ~< DF (-..i :,~; lf ··:::: :; ( (3 ) r i_.t.J ~? () J .· .. I tIE.·~ i r: c.:.) •. ·J.:,:'; >, : •• :• [t•l11] ····F:~E·mar·l:: C342: [W7] ~v(+) •)';,l+2: 1(3) [l.•J7] ••\)( ) t:::;·t.~;: (G) [W7J ·· H :: :~ •lo":? ~ ( c:• ;: c w;;-J i''lr' CJ~~::4-:2 ~ f (3) [ L-{.J9::! f'1<::J H34~: 'G) [W9] ~Total Mr r!.42~ (13) [W?J 'T t.:.<.l Mo :s4:::: (CJ) [:.•JSJ ··· l"ot2,l II ;ill~:; ( i:::i) [ ~:J2{) J '~~; t~:=c::.~l ·3u.p~' :·r'~-+:.;··~,_tc: r-:::-: 4 ,. ;l .. ~ " .' -·1 Jl: ,· Ci [ ~-·-J l.t J I DL ·!·· '7 ;::·~_::; lf. /l. ~ ( F' 0 c-::; :~;. .t.[. ;:-~. : ( F' () [ ~'J/ J +·tc•z;.~j7 [ l\J('?] + $F' <J.;,I:.) 7 c IN'? J t 1 .. s c;: :.=~.o !··-1:::::4..::1.: ( F 1 [W9] .• *F344/F3b2 (F. J.. [ V.J~:::.1 J ' •: , r: l·J::c• 1 b s t. r-u. :::: t. u. 8346 (G [W11] "DL + .7 j .. ( F:-c~; [ ~!J7] ·+(:69 ~346: IFOl [W7] 0.75*C34 G746: (F0j [W9J 22.2*E346 ! ··l ~::: ..:l /:, : ( F J~ ) [ VJ .-:;· J .l (1 () >f.: F:-~::: .·:~ .. '.::_, / r--:~~ .~ :·:? I346: lF J [W9 100*G346/G362 E:::AE:~ '[3) [t··.l11] DL 1:::·";; /l (:) rr ; ... · -·r '-·' "" _,. ;::'" .- ' ' ' ~1J [W9 100*F348/F362 ) [W20] 'In tall2d equiptmEnt ... C3 i: I;.J ll J . DL.. + • 7 l"" '·) .. , I [ 1.•J7] [ I;J;· ; [ l.!J9 J [ l,;J9 J F I c t~;c: J ·.: .. ()() >~r::·:~;. / ~:::.. [~) C\•L?C] '()pc:-.:7\ .: .. n;.; l.:,..t:-tJ.I.f"ll'2 for·;: .~ .... :::; h :; 1:: l:J11] · P,· :0·:::;c·n .~: ~-:' :·-: : ::::· (1 ) C t1J 7 J ·~-~ {3 [~ :~·:·~ 8357: FO [W9] 69170 I352: Fl) [W9J 100*+G352;G3~2 J352: Fl) [WB] 100tE352/E362 {;:=;~:./~; (G) [t:.J:?C•J ·· Dis.c:l1a.t·-gt=· cha.1nbc:r· ·flt~~.id .. " .... ,. .1",. r::~:~:~:,,q.: ( C3) [ L!Jll] ~ P1t:. E 1 c~ :~~ ~~:~ .-:~ ·; c l= ;:) ) c 1,1J ~~ J 1 4 t~ :2, r.::; •.,)(.} ~ (C:i) [t41l] ( F(J :; ;: l!J./ ::1 (FO) Ci!J7] (i'Ol [W7] ....... ~::> 1 ~i! i _,:,. 1.,,) .,t, / • .* •• c; ~) ::.~ .. £.;. : { r::-c1 J c t1JC?:; t ~::;51.) c) l i;~; ~:.t:,:, ~ ( F :1. ) [ l,J(j'] J OU * F:~;; ;:,[:,I F':562 t:' ·:; i ..... ; • ' ... · .. '\ .. ,·.,; .. " ( F--l [ l,J•:; ] (F.' .. ) [\J.JBJ (C3) [~1l20] (C3) [iiJ:Ll] (FC•l [vl7J ( F t) ) [ t!J t.Jt J ( F l ) [ ~~J9 J ( , .. 1. ) [ !AJCY' J ,- ( F l ) !' ~~-J~3 J \ ... ( i"' () ) r \1fl J L ,. L·' ., '1 ., ' J ro ., r L'J7 J J i i•-l, . . 'i , . w:;; ] -1.. ( l>· r -) ) [ t:J9 J \ C .. t ) [ lY? J t3 ) \.>J9 J ' C,J ) [ l-tJ:3 .. , •. _, ' ·:::; " ~Lj j, ... L :L 00 * r:;:··; ~56/ E:~:.b:2 'Uplift flu~d forc2s ...••...••...•. · -r i d e r::: 1 ~ +· ll " c; 9511 48L!-(lbS' too;~ +c::~5Ei./ c:;:~:6:.2 (~SLH1 ( E:~:;'!l! •• E:::::e:.o) ·~~3Ut•! ( F:~;.,~,l. , F:: 3l:,O) @SLJ!'1 (it::~ 1.1·'!· •• i-i'~;;:,o ) 0SUM(I 14 .. 1360) 1) [W9] +C362tD362 ) [W11] 'F.S. Slid ng ••••• (Fll [W9 (0.12*144*$F$28 /E3~: 8372: (G [W 1] 'Found tion re3ction~ (kJ ...•.......... G372: FUl [W9] (C362-D362~ .. 7 .L ,. :" .. ·' . ( U J L \•J l .1. J r:-t ; c J,;.Jr:t J C!) t.JJ.l] ; [(•JJi] ··'·· ) !: l;Ji:l :: (; ) [ \•J 1 ] · c::c: c r':!n 1::. r i i t. '/ , ( -f' ) ............. . +$F$1 !F362-G362l/G372 .. Unc ;·-.::.\c k C362-D362)t(iF$10-F362-G362) IC362-D362 )t$F~l~ sr r::_) L·· t tc~n·~;i_·::,r·, .:::•.llc)i/\ied bc·:·:·f ~--·::.: ~~.:.r-·a.c:k r .. :q 1 ~~-'1.~:::~~-l .. '.lTIE-::d) '' ~ ~---:- .;, .. ~;r .~ --. . ,_. '···' -·~- /,_ ~ r~ t i c t ~ J (~, ~ +· c-::; ~~: ··,~ ::·~ / ·:t r· ·$. t , .. :·j / .... r_; ~~; (7 ~) .,M ( c; :·~ ~.7 :? ::~: ( G :~: (:? c~ .. / :: -··-( r:-~ ~:::~ ,_:·~, ~2 ... c3 :~~; /::r :? /1 f?:J ~::: 7 :·.~~ ) :;< r::; ~~; (~_; c: /... : .. -.-·.:. r::· -/ C3 ; [ VJ:::\) J (F2 [W9J ~G~72' F$16 G390-(G372t(G390/2-(F362-G36.l!G372l r:::~:~3::3; (t~) [!..1JLlJ . (1\!(Jt -3pj::J't.ic,:<.b1(~ j_ u.ncrr:tc:k{::3d r:.; :.:~ (;:~ () ~ ( [i ) lt'-J l .l J [{ E1. l ;~-:-:• ~-·; J-·! .:·::1. ~f t. C::~ r· t: ;:-· -:·:·:1. C k i n Q ~ < ·f t .. --.... -·;t;:) /! ,., .. , .. ) . .-.... ···f.:CJ) [!;JC!J :, l:' = l .• j .1 ] / ~\ l"' ", .f. '., ~ ... ·---" '~· pp1 A3°~: (Gl [~20] SR Name: Sump empty A396: (G [W?Gl 'Case ~ype: E trs~e .. -OC' ~ f3 ·: L Vj7 J ·r r·; rj!_J t . '-!).-::·l :; i . '• c; [ LIJC.? J c liJ(:y :; ::f.-:-JCfj . •'•, .. ,. (1 n ;;. l ·/ ·:::; :L ·•:·; --··. :--~, C::t F:- ···~1, CJF ·r ·TC' j_ ( (3) [ !.1-JF:;] ···-~.-:. [:f::· ~:·)-':!.(~~:·:~: ~ ( C?.i) [ !_.1!··:~C> J -···.I ·t.c:::~:n C 4 (/',? ~; ( CJ ) [ t!J 7· ] ····. l ... .J ( ~!40?;; rr;) [1;..17] ··')(·····) ::~: 4 (} ::·:·~ ~ ( c:J ) 1: l.;.J 7 J ···-. : .. i '1C•7:: ( i:::l J [ t~J9] t•i1c ( r--J ) [ ~!J'::; :J trJ.~: ,.C?: ( C"i C lr!'7'1 ·····T•Jt:::.<.l r·!,-· IC::~0:2: ·.t::;) [!.1!'-?J ·····1-,.:.Jt.~J.l i'·t1'-::; 4(J/l-~ !.:3) [l!.Jl1J "[rL. C4C4: (FO) [W7] +$C$67 ~::· ,.:~;)l!.: ( F" (J :; L VJf:_·I' 1 + $F $-t:~ 7 13·"10•:: F·:)) [',;F.'': (_ :--·! -<t • .::1. ~ ~-. F. J. ) [ 1/\J r_;> J 1 () (: ~t~ F·-/.1. () ( ,./ r: .t:; .. :::::2 [ -<t. () /I = ( F:' 1 ) [ ~!J 9 J 1. (J (! * (·~; l!-0 /~ .. I (3. -:·:t. :7~ :~-~ -·~.!)(·,;; (t_:~) [i,..'.J:;-~(:'] .-:::c:r·~cr-et.e -:;u.h·:;~.":r-c.;.=:::·!.-.1.{ .. 8 ~ .. ,, " .. "," L-: :::~. !.) (::.. ~ ( CJ ) ;= l .. •-~ 1 ] ~ r·! ,. ~~: ~~ 1.) ,~::. ~ c r·, J ) t-~ .. r? J · ~.. c:-~·) ~:_;.! /jt)/':;·: ::-:(!) [1/~'?J ::F·.-.:.•) i:t1 ;r;:'~i +1';.--,:2.'-f ··T () /~~' ~ ~~ ::~M 1') :' L !.I} .::_;i J ;. 1 :"l (:: !::_, ;: , ;::· J ) [ VJ ~:.;, J 1 (i () ~t~ F .. <!-(:.~: .l F" -:1-:~: ::? I ~:.).•)/:> :: ( F:-l [ .~.iJ'7f] 1 * f3 ..t.j. (1 .~·:: ,._... C3 4 ~.? ~:::· ·;. () ~· .. _, ·: ~-. t=-J ) [ ~-'-J ~:3 J l r) (1 :« t:~ l{. () /-:; / E -<1-2 :? ( G ) [ VJ 11. i ·oead we ght ~tEl. ~ .·!"I .u:.... ~-::· :.) [; :: F' () ) [ ltJ :::;·· J ·+ v:--~;: t /j. (_) r~ '! t ::::-.. ) [ l,\l c; J .L () (:· ::~ r:-i~-() ::J r-:· 4 ~-:·~ ·:;~ 1. {) ; [I;) I __ ) J .. [)L~ ( r::· (; :l c ~:.J7 J .. ! .. ;"'''·-·.:,<•·:!" ' ~., ' ·--' v .. ' c:) I .L .. l ·• ·:~-~ ~ < ~:~ .t r tAl'=) J l *-: r:-~ 4 l c.~ CJ .<:~. ~:::·: ::~ . J ~~-l ; ( r=· J L ~~.J E ] : .. () () :t: E: .:1. 1 / E 11· :·;~ ~-:·~ 17 (G) [W20] 'Op2rating turbine force ....... . ·,--·_, /! 1 -~-. "" .\..0 "T ~\. .::.. ~ ,..,(-:)(:-··--:, .:. .. ~ ... ''-J .-: .. ·:At~::: r:i)) [J;.ictJ ,::,-:;·1.70 4l2: CF1) [W9] !00*+8412!8422 .:1:t:·~ (r:tl I:!,.JBJ lOC•*E!ll:2/E4:~2 ,:~ .-! .. q. : ( C3 ::: [ l:tJ~?()] ·· D .t. -::;.::;: t""l-!::\ i'-q ~~? c h~·~.rn be:: I"" f 1 .i. d "~ ,, • " ~~ (I "' r.: i! '1· , ·. L:• [ \!J 11 ] ' (.~ t E 1 E~ \/ • '! • I) ' ~:: <~-J.. ~-~-; ( ;::.~ () ) [ w 7 J 14 t;. ::, !·! .L 'I ~ r::4tl:) :: i"l 1l :L {:. ~ l) W9] 100*F414/F422 (F'O) [l'J7] (Cl) Ll•.J20] 'Cl;;,:an r,"J,'\b.:T •:o:ump i'lr .. .tid •••...•• , . (G) [W11J 'Not present lFO) [\•J?J 0 F itj t·: ( F'O) [!.,Jt?] 0 Ci ,·~-1 ,~·) ~ ( F=-(} ) L VJc;] 0 <H.U,; ~r:·.l) [vJ9] 1.00*F'4U:;i'F42:;~ [4tb~ (i=-t) [\;J7] 100*13416/04 J416: (F1) [WBJ 100*E416/E422 ~41 : (G) [W20J 'Uplift fluid forces .............. . {: ([)) [l•J:\.1] 'Ti.dt:;~ EL1.1.4' ~fi: (FO) [t<r!] 74(H 6418: (FO) [W9] 406002 I4t8: (Fl) [W9] 100*+G418/G422 ,)fl. ?U ~ ( C:}) [t•J20 J ' Hm-i nn ta 1 t 1 u i cl f co~· .. ·c: es: ......... , ~7J ,::j. ::? () : ( f3 ) [ l}.J 11. ] .. (i p p ~~-CJ >~ ., 11.::.1. >~ ~ '?()~ (FU) [VJ7] 17\:3:''• 6420: (FO) [W9] 20024 I420: (Fl) [W9] 100*+8420/6422 J420: (F1l [W8] 100tE420/E422 1 >L;~ :? : ( r: 0 ) [ IJ.J'/ ::i (i;~:)UI·1 { l:>'-l 04 •• l/l ~:20 ) XJ'.l.':2::; ; ( F C• ) C W 7] ('~::;LJM fH04 •• D <i?C· ·, ~122: C Ol [W7] 0SUMtE404 .. E420) ::· 1f '2,:0 ~ ( F· [ itJ9 J (!~HUi''i ( F 404 .• r::· ~!·20) :-1 <!·~-:~2 ~ [ VJ~~:.: ~ (~!~3tJt1 i~ i-"1·40l! . ., "l-1/l.~.2;;) ' CJ f.: V.Jr_~'] ti;,~:::;I_.Jf".i ( llj l! ., I .{~·2()) c·J) c~'·J11J ,. 1::" c· l .. ~--' "' r::· l D <::<. t n CJ • • • • • , • • , • .. • • • • • •. • • • • • .. • .. . ( [3 ) 8428: ~Fl) [W9] (0.12*144*~F$28)/E422 -:l:·~::c!! ( C::i) [ l;.JJ. J .. J ·F .. ~:)~ !]\...-~::::1--t.u.r n ir·1 .. " .. ,.. .. ., "'"" /t ":~· ··:': ,. .. , •• __ ,_ .... .s ( r:::· .t ) [ ~lj <:? J ) [!J.Jl.t:l . F"cru.nd~3.t.:i.on lr'(:::-;.;~';\C'l:-.ic:)n ~ ( k -~" .. " n.... " .. " " .. '· H" " .... ~ ...... ( C42.?·· .. D42~: :, (f3) [iJJllJ 'Fe cr-•t .i..c.it.'l, ~·ft) ..... . (~1) [W9] +$FS 0-(F~22-G4221/G4~2 ( [i .I [ i,;) \..J ] ( i::· : ) [ :.~-J '? ] ' t \ .::> ;. : '. :::; : r: ] ;:.>:l ::·:, ~ F) ) [ ~:J l J . ;_: r-~fJ t: ~-1. iJ 1 j b 1 \~ ~:. ·f Ul'"! ~::: i.., c: k ec! ) F{ ll.·~l-~?' : ( [~i ) [ ~"J' .t .t ] ~ (~ r~ .::1 c k 1~? ci !·1 r::: c~ l t t··-,.:-? :s -~=-_, ( ;.:: ·::. ~-= ; • cif.l 7 :. ( F:· l. ) r: !,AI(( J ~::: -~"1-lt.;-=: :: c:; ) t.r-J :t 1 J rvl":<.:.: (('3) [~ .. !:?()] 'C:;:;,;:;;r:c; t···~."'\ffiE~:: :::::;on:::.tl-l)C:tion i·•J.it.h "1~~ :3E•i•c;;c; A452 (G1 [W20J 'Case type= ~xtr·eme ;:: 1 :'·~", ~ (e) [ \•f? J ···In put !iT;": •. '.:.;: C) [1.,J9] .·.•r CJF 'V:<·) ' i U ) [ W? J CT "il ~-:~r~ ;~ ( EJ .i [ t1.H]] ·····"/ [IF n l'.",·l :: .4 ''.7 ~ { ("'\ " ·. •:.J! [ ltJ:L l J '·F:emc:,\:'i: [I,•J7 J ·'·\/ ( +) 0 4 7 ~ G l [ t•J7] ···· 'vl { ··· ) ·rj.;'.7~ (Ci) [i;J7] H ',7 ~ F;) L l•J9 J l"ir-· :· E.i 7 : ( C3) [ l;JC.i] ···· f'1Ci H<1:',7: (c::.) [l··JC?J ··~·ot,;·,l r··11·· T -:;. ::; ·7 ~ ( C3 ; [ W'/ ] ····. T ct . .::;;. 1 i·k . . J41:)7~ t.l .. J [L!JBJ ····rot.a.l il ; ·::·, 4 ::·.\ c;· :~ { C·?. ) [ l1.J :2 (: J ~ ::; t <::? r:.::.~ l -:;; L~ p 1:? ;··-s t. ;··-\~t c:: t Lt a··~ O:·? -~ ,. • .~ " _c.::4~~. ::l3) c~~Jl1.] '\\~c~ prl::::·~.ent.·. ;:.:· .~1-=· ·~? : r ~--~) ) L w·=;.;· J <) c:; .[~ ~1 ':? ~ ~-· ::::-('1 .1 c riJ .::..1 J ._ i .l. [W9] 100*F459 F477 l :.::,.:_;-: ,.:>'f/:1 ;· ) [W20] 'Concret? substructure .. J: (F-•)) [ l ' t ,., •' • : ·: r ':::. .:_ ~ .~ ·'I • ..,.. i'·i "-;-c •. _-~.: ,, ·-~· • .. : ' ;:-:· ;1 1:~: " 1.--"( •• • ::0 r r:·c· i~:-.L ! rr:-.1) r· ~,: tJ -·~ ~·:· .. ~_._ .-, ~:, c:-/i ,.; .. i L t,.,; .• _j •• :.. • .: ....• .:..•t·t--r\_;.;.... [W9] lOO*F461/F477 [W9] 100*G461/G477 (F . .".i .. [l.tJf.:3] ) c:,.t:~: 0 _1 ( C·J ) I r:·o,: : vJ;'J L VJ':::? J l:.J :? ~::; ] I,; 1 '1 • .. -# .L . .! -:: -::. !,.'_ 1 ·' ·-'' .. J .L (: c~ ;r r:-Ll· .~·J ~~:. / F~ ,_·:} ·7 ~7 ·' T l"'i s:. t·_ .::.:. l l Ed ~~:~ CJ Lt ~ r, J C) l: r) E: ·:::; (;:! r·i /l r'_'. .. , -'--~ .I .. .. i " " 4 c: 1 '··--~ "' ptmerd-........... ,. ..... .. r-.. 1-• .. -' :.:t ~ 1: ;::·C) [ !,.\iC,! (\ ~: CFl [W9 100*F4b5 F4 {;;_=::~ ~ ( l~l [VJC) lC(l*C3.:'~,,s:5i ... (3,:·.~. · · J465; (F1 [W8 100*E465/E4 :.J c)..'::· 7: (:::-c) [ ltJ9 0 1467~ (Fl) [W9 100i+G467/G477 .·J -:'l·h ~_:r: ( F J. j [ l1JE>] 1 ()(~ * E /J.l:; '7 E .t~'?7 C::l.'.:'i: (FO) [l.tJ7J 0 H469~ CFl) CW9] 10C*F469/F477 '>1 ;· C : ( F=-·) ) [ l'J7 ] r··i··:~. 71 ; ( EJ) [ izJ2<)] ' c: 1 ez;:_n t-t.4t':':i. t.f:~· r· :::~tJ.rnp ll.l.i d ,. ~e ~ ,. ;, .. ,. .. ~ ... 8471 lG) [W11] 'Not present . ~ '17 .1. : ( F 0 ) ( l•J 7 ] ::::•1-71 ~ (reo) [W7] ,;. i:· '17 .l ~ l F •J ) [ t,J 9 ] (3.0::!.7 1: (F-0) [l•J9] U ! iTll: ( Fi) [~!.19] 1.00;J:F=-··171./F'il77 1·'.!·/.:L: (Fl) [I;J9] 100*G471/t3~}77 .;'l./1:: (F:L} [i,.<Jt3] :LOU:tE471./E477 ' I •. :· C3) U'J20 J (G) [IIJ11] 'Uplift fluid force~ .............. . ··ride El.ll.fl·' D4?:5:: (FU) [l\,17] '7404 8473: CFO) [W9] 406002 I473~ (F1) [W9] 100*+G473/G477 A~75 (G) [W20J 'Hori~ontal fluid forces. C:!4T); i==u) [W?] t:T7.1.0 I475: (Fl) [W9] 100*+8475/8477 J475: (F1) [WBJ 100*E475/E477 8477: (F0) [W7J ~SUM1C459 .. 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(FO) [WB] ~I'/91H7~ ;··:· ~::: t :; ( CJ :·~ [ VJ .·:l ] .. ;·-1 \ ... :• k ·f t. ::::: t ... ·::; .t .· ( r:· () ~ ;~ f1'··; r:: J c~ ·::;LJ r-,.1 ( 1.... (:, :::.: .. • ; ___ _ !_::ut.;. (Li) LV.i'/] 'C .. : .. ,.J.,:::u.l~;l.· .. (c:• •_c!r ·l:· .. :::,r::; ,,i' r::•l'"·'.·· J ;:·; :-::-::::~~·_:; : ( ~:·: · [ t.~.J.~·:. :J f.::·~~.r--, ,-"··:·:? ·!-· · ~:::~.1 .. ;. '·:1·~::. t:. i. ·.·.1.:~ ·!~\_; :·· ..... , !: .. ,.::···:·- ' ··' . ., ; __ l"" .. :: } :."l.d .: ""i j Con ret~ Subst /;. l.C r · ; : 1 .......... :! '-/ INTEROFFICE MEMORANDUM A o.a.ze SUBJECT Powerhouse Stability Analysis TO Distribution J.O. OR W.O. NO. DATE FROM cc 15800.08 WP 26A-2 June 17, 1986 WSherman JSautins BRaj DWPotter The Powerhouse Stability Analysis (except for the analysis of anchors to be added at column lines 1 & 9 and/or near El. + 42) has been completed and checked. A summary of assumptions and results is attached for your information and use. In general, the analysis indicates that the structure is stable with anchors only required at the locations noted above. Underdrains are not required at the clean water sump or valve pit slabs. W. Sherman Lead Structural Engineer WS/DP/FS Attachment NOTED J UN 1 8 1986 w.sH~ Distribution: L. Duncan J. Hron J. Finnimore T. Critikos N. Bishop 3-224-FS Sheet 1 of 6 Ref. Calc. No. 15800.08/S-C-212-lOA Powerhouse Stability Analysis Summary The powerhouse substructure (generator/spiral casing and concrete below El. 21) stability analysis results in the following minimum factors of safety and maximum bearing stresses: Factors of Safetl Flotation Sliding Overturnin~ Max. Classification Calc. Allow Calc. Allow Calc. Allow Bearing --- NORMAL 2.9 1.5 19.3 3.0 2.4 1.5 9.1 ksf UNUSUAL 2.8 1.2 8.0 1.5 1.8 1.2 11.8 ksf EXTREME 1.2 1.05 1.6 1.05 1.09 1.05 17.9 ksf Load cases considered and resulting factors of safety are shown in attached Tables 1 and 2. The stability of the powerhouse superstructure and the concrete walls and slabs above El. 21 (excluding the generator barrel) will require the installation of anchors to meet the stability criteria. The type and location of these anchors will be determined in the future. Notes: 1. Operation w/sump empty was defined as an extreme condition; however. it also meets the factor of safety requirements for a normal condition. 2. A study calc. was done for combined vertical and horizontal seismic accelerations: 0.5g V + 0.4 (0.75g) H. The minimum factor of safety calculated = 0.97. for the overturning condition. 3-225-FS Sheet 2 of 6 The following basic assumptions were made in this analysis: 1. Uplift and horizontal hydrostatic pressures are in accordance with Geotechnical IOM dated 5/1/86 for undrained conditions. Specific conditions are: a. Discharge chamber slabs will have weep holes b. Discharge chamber walls against rock will have weep holes c. Exterior walls will be drained to El. 18 with drainage board d. Underdrains are not used for clean water sump or valve pit slab e. Uplift forces will vary with tide level f. Resisting forces due to tide level are neglected 2. Superstructure vertical loads act directly on the substructure. Horizontal superstructure loads are resisted by the slab at El. 42 acting as a diaphragm, transferring the loads to the end shear walls at column lines 1 & 9 (or alternately, horizontal loads are resisted by anchors at El. 42). Moment effects about El. 42 due to elevated horizontal loads are transferred directly to the substructure. a. Half of the roof snow load was included on the superstructure in all cases. Elimination of this load would result in less than a 2% change in factors of safety. b. The generator barrel is isolated from the slab at El. 42 for horizontal loads by use of slide plates. The barrel acts with the substructure. c. Superstructure seismic loads were estimated using a pseudo-static approach. 3. Fluid weight in the discharge chamber and clean water sump was included (if present). Only water in the clean water sump was assumed to exert seismic loads. 4. Floor live loads were not included. 5. Turbine noted). and generator equipment is included (except as Other equipment weights were not included. 6. Turbine operating force was estimated at 3100 kips in the downstream direction (2 units). 3-225-FS Sheet 3 of 6 7. Horizontal surfaces with concrete cast against rock will develop 120 psi adhesion to resist sliding providing that the slab dead weight exceeds the uplift on the slab. Vertical surfaces were not assumed to develop any adhesion. The following surface-s--were assumed effective against sliding: a. Distributed area (at 45 degrees) under discharge chamber walls b. Distributed area (at 45 degrees) under runner removal pit walls c. An assumed portion of the slab at El. 21 consisting of approximately a 10' width near the north end of the building and a 15' width south of unit 2. 8. Only the distributed area under the discharge chamber walls was used in calculating bearing stresses. 9. Bearing stresses include the effects of uplift. Increased stress due to reduction in uplift could be offset by increasing assumed available bearing area. such as including runner removal pit and building walls. (For normal case without uplift and bearing area per assumption s. bearing stress = 15.5 ksf) 10. No tension is assumed to develop for foundation reactions during the normal case. For other cases, 20 psi tension is acceptable before the concrete-rock interface is assumed to crack. When tension develops, only bearing area in compression is assumed effective against sliding, i.e. no adhesion is assumed for runner removal pit or slab at El. 21. 11. The following items were not included in determining factors of safety: 3-225-FS a. Tension capacity at concrete/rock interface for resisting overturning or sliding b. Wedging action of turbine/discharge chamber and bearing against vertical rock surfaces c. Adhesion on vertical surfaces d. Adhesion on overturning horizontal surfaces e. Frictional sliding resistance. for resisting Sheet 4 of 6 TABLE 1. STABILITY LOAD CASES AND F.S. CLASSIFICATION Case No. 1 2 3 4 5 6 7 8 9 Classif. For F.S. Purposes Normal Unusual Unusual Unusual Unusual Extreme Extreme Extreme Extreme 3-225-FS Case Name Operating .35g seismic Storm tide Servicing Construction .75g seismic Sump empty Construction with seismic 0.5g vertical seismic Loading Combination -Substructure, superstructure, and major equipment weights. -Running or standby turbine operating forces. -Tide at MHW El. +4.0' -Fluid at El. +4.0' in the discharge chamber -Fluid at El. +15' in the clean water sump -Horizontal and uplift fluid pressure (see Geotechnical IOM) -Same as Operating Case except: - A .35g seismic event (horizontal) -Same as Operating Case except: -Tide at Storm tide El. +13.4' -Fluid at El. +5.0' in the discharge chamber -Same as Operating Case except: -No operating turbine forces (spherical valve closed) -Tide at Highest tide El. + 11.4' -No fluid in the discharge chamber -Concrete substructure weight only -Tide at Highest tide El. +11.4' -No fluid in the discharge chamber -No fluid in the clean water sump -Horizontal and uplift fluid pressures -No tailwater pressure. -Same as Operating Case except: -A .75g seismic event (horizontal) -Same as Operating Case except: -No fluid in the clean water sump. -Tide at Highest tide El. +11.4' -Same as Construction Case except: -A .1g seismic event (horizontal) -Same as Operating Case except: - A .5g vertical seismic event. ----. :. :!': :::.C·-.; '-' :j:';': ========================~==========:=~====~== .. :.: .. .. ! ,. ~ :;;. ;. : 3-225-FS TABLE 2 ~ :2 _,,,..,. :---: Sheet 5 of 6 ~ .: •· F.S. Flotation F.S. Overturning F.S. Sliding Tension allowed before cracking Cracking of the base allowed 3-225-FS Sheet 6 of 6 TABLE 3 MINIMUM ACCEPTABLE FACTORS OF SAFETY Classification Normal 1.5 1.5 3.0 0.0 Psi YES Unusual 1.2 1.2 1.5 20 Psi YES Extreme 1.05 1.05 1.05 20 Psi YES CALCULATION SHEET PRE PARER /DATE D.uJ, Pori. 'IBJECT / TITLE A ·f? . ' I, ""') }'• ~; '"1..1 t_· STONE & WEBSTER ENGINEERING CORPORATION J.O./W.O./CALCULATI/ON NO. ISBCXJ. o 8-s:~ Cc:? !,;? -/o I I / / _ _.... _ _L\ I \ 'Y \ /_ --\ \ I \ I \ ,t'(;. /J ~- / r r--::--J._s .... '--=~:_,·~ -l' 7' :> ' J.sl 0 I gt __ ____,_,_,) ____ __.,.c.~--------:;7 '2 I PAGE QA CATEGORY I COO£ CLASS I I ; ~.'5' I i I I t I 1/~~ '·· _, I';) -A-:- ! }*t; <• L -·-··~---+ CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION :::_!) =: J.O./W.O. /CALCULATION NO. 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REVISION PAGE •5010.61 15800 ·6 t3 SC-'21'1 0 PREPARER I DATE REVIEWER /CHECKER I DATE , ::-r""' a ·1 /Y [J...f3 tJ. •:.. ' ?P I J_ b::: IS~ £F-Q, D 1\:s-; ol-;. ~I( -- Z 14-I~ i. .: ... .~-~; ... : \j f -:.::A. -s _.., 0! . ' :;;.r,., 111 .2 111ft+ : I F I ."-.1 :~ L. c c)t ; ;:c . fr . 1?:/8.?)(15)( t'3.17-+1-<lyl5cJ.) p:. ZCJ IL W: I.C] I(LF l¥14:; (1. 4-)( Z1)( 2.75) 1 (14 \(I::> .(3.5J; '2 (f., t-.-L -: 1z.e ~t. · .ft- 7% c..f fb O·l CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION .1.0./W.O./CALCULATION NO. REVISION PAGE •5010.61 PRE PARER /DATE AG---~t .. i !5soo. 6 6 1 6c..-z .-:) L ~ -:lf5 "'J @· IZ"o.C. ''_; I* 5 ~ & It'' o c.~ v~~r. EA.cl-j FACE ,..., IYP UN II I -.SEC Tto>i 651 WE fi,J EL. 3z. 16 1 ; 42.0 I ·I h!O"Tt;: .&, LL J..IOf'lZ.Or.aTt'd_, 'f?ft"lFOfZ,CINfl 10 Bt::. OL.I"f~l\7~ C':;;;: VEK'11C.AL !Zf ti ~. CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION PAGE .0.5010 61 4D PREPARER /DATE ir lr If IT lr iT lr rr IT IT I, iT IT IT ~ l1lllt II 11 Jill It II llliltrJ 11 I -=l:F5x.£J1@IZ.1 o,c.. H H + 11-t1 rt-r' -t!. ,, -4-,, L1 l 1 ~ Jl ~I 6 1 11 11 11 11 11 11 ! 1 11 /· / I I i I i ,----, '/ ,. 1 II li + ;_____! l 1 i 0. . . . . .. . . . .. . CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION ~/o 15· -#6 )1. ~~@ IZ • D.c. ---- t:'-o #G. ,.::~ @ lz:• ()C, A.~t.l>JO 'Di.lt T llliiT I-SE:CI'"I0"-1 6~iL4Eekl FL, u .. s 2. i 3 Z. I (:, PAGE 41 ---1*(, "~ IO : 0 ~~ 8 0.C.. NOTE: ALl t-tOitl ZO~i!A.L ~Eit--~FO(tCIIJEl TO BE Ot..~Tt;.IDE" Co;:' vseT, fZ.E 11--1 F"o LCI NC1 . CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION &5010.61 ---- 1"5600.o6 REV I EWER /CHECKER /DATE 1)_(3 VIi-. Q '2 I II ,, --13_-: _4/4 4~0 :#=8 1-0: ~ 0"oc.- z L.oCt'\1"1 0~1) 4: 4- l I --.a -tt6J< '~~~@ c')c.. ~ l..OCI\T•r)>l ~ Ll~lT j_-:5EC.TtoN 13ETh'Er:~ EL. ~:~.~ ~ 'ZG.-5' REV lSI ON PAGE 0 QA C~TEGORY I CODE CLASS ~1/A - ---------- ~o-~9 x vf~tT IN E'ACI-1 -rl f '11 TYP. CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION .1,0./W.O./CALCULATJON NO. PA8£ I S"S:O. I SC-z l q QA CATEGORY I CODE CLASS -i Z2. ~ U.5E Cot-A prn=s~l ve :;--rf ::. 2.C:CO :.; s \. ( FLou .'. LI~E PL.oUIZoq(?L!/ FC. IOIOC'S-f::"~ il., B01Tolv'! PAD t FC.IOIOC.o-i~IZY \1)1 '2-}4_"0 kl.t\.5. CALCULATION SHEET A5010 61 PREPARER /DATE · Ci :::. i SUB.JECT I TITLE 6 f=i-! '::(' -roc c:; ; r> r>r ( -r loP covj;el ( i3Y r:u J l) r ' STONE & WEBSTER ENGINEERING CORPORATION PAGE ;{'' ( '/. ,, I I II 4 I ,, 1_-0_ I \ _ _._4""-(; __::~0=-"____,~~f=========,~~-;:r-c __ -:':.~~=::-::::q~g~-:;/;;-. ~-r---r-r7 ·-r . ·-·---r--T-7--· ,, ~' ~ -{- __ , Sfcll 0~ VI f\</ I I/ "-i' ,, 1?. --0 CALCULATION SHEET .oc5010 61 PR!:PA.FIER/DATE o~~r-l Ff'4 B~PDtP floUIZoGOL!/ fC IOIOC. 5-7''• IZ. w I z. ,Y,( ¢ x o'-6 '' l!.A..s, STONE & WEBSTER ENGINEERING CORPORATION J.O./W.O./ CALCULATION NO. jc-Zl'=i DETAIL 'V T.3EA~vt FeA.J.-11h-lq ~~~To ILIIZBI~E f,A£eEL """' 3/ If I " :...x.AL.E : 7 4 = 1 -o· J '1 ::. ''-o PAGE 45 CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION 45010 61 I J.O./W.O./CAL.CUL.ATION NO. REVISION I PAGE J 15 800 ( (;, s I .::: c ~ :=: g -:3: :--:? 4 b PREPARER /DATE _M lVfAD f/ !?r i 1?.• 1' 9./ ' REVIEWER /CHECKER,! DATE IIN'D'Ei~NDENT REVIEWER/DATE /tr)_to~, t.? ·::/?? J N,._/P SUBJECT/ TITL.E 6 E fH= C. A. ID (2.. ! J ' 1' I c \ ,....... 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As; , 57 lh '7 -H-..:--1 --(..'-"f..:; 5 , 1 QV c I I STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET PAGE A5010 61 4:3 PREPARER /DATE ,......,..------~-~-.____,~-;-~----··-/-/ -----:---7--~-·I I l I J i i I l '-=' ========::-~~---~ -~ ----'"-<--• I li-0 '• I _.:._.K ___ "" ----~--~-- 1''"' 1'-o'' STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET J.O./W.O./ CALCULATION NO. REVIll ON 6 I .:_:: (. -·"' I c1 .:'J L I II Ct.eAIZ ~9At..i = II-8 LI5E . ... 'r o64 E I (5)( 1~o/ 4 ){ 140 )+ (3e>4) ( 3, ,:, to/ t'lOJ )( zos o) = . zz.ll = X.4o ( • / )( -) I< Vu. -:: 13 00 l ( II b 7 ' ::;, : l. b ,015 . IZ tor QA C"TEGORY I COOE CLASS t-J lA 0.1(. STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET J.O./W.O./ CALCULATION NO. A5010.61 ::c C 4 CC K L.OCAL FAIL U (e CJf' 6 T.'\ TOr2 0'\S ~ 8:,, P~>-..lCJ...III-46' 0'-lt C..:/f-!:.:!2<;TS; ~TATO f2. B'ASE ft.. BlOCi(OUT • "'-FL.~ \;;~-r. ') ~ ~ / (pq ' . -:: 594) 15U H .. .:: ( FAC 10r2e: D AYSA::. (11 3/~ J(:_s '/,_) + (z o/4 -t 2 ~/"" )( z5 ·;~ ') I I "'" :::l:..., i,... J 12-t= I --10, ! 430. 3 . , FA-CIO f2:;; :) l ·I I 40, :5 II'\ ' :z. 1n < Z380 t;-"'"" \ -I "'Ill: I I(' ::: I \ . .,.~_t_ I STONE & WEBSTER ENGINEERING CORPORATION CALCULATION SHEET PAlE ·•B.JECT I TITLE QA CATEGORY/ CODE CLASS F-kiE.k.A1 oC C::J PPr C" c!""\C·( =~ . 1 I' ~'· ! Q ;.!../~ I 0--rg :s FAI LUfZE I; (l;./~rl~5 1 k.J :,:r4E;A. (2 FeiCTl0"-1 eN ;..:cu~;;t;"A .. i,.. fL.J,JJ;: \) C I~ f.;f/\, 1-.,...~tJ-S. ?H~AIZ ·.>! VEC11Q~L CL./~"4S I bel:: ( es X z){ I-t zoa:: ) ~ 40co (II S ){3/.S) \_ ~E.c p..> CE PeiJ C:EAJT CltECY 17~ 'i /5/~9 ., • TOTAL f2..~.SISI~I-..lCE-=-25l.,;,z81051 S2Z-r ec1) 7bo, 4D&}ci10l.!:: ( 'fiH !Ct-1 15 GeE"ATEI?.. ~'Hl\~,! 40q, 510 :::-;) O,K. FA!L..Uf?.-E G.: (woe~Cs ,,._, :51-'SAR-FPICT!O:..l DN )ioRIZO~JTAL ~c.A~!=-) CIV~:: 0 Av t 1 .a: (, es'\( 7[ 44-\(boloc:v)(l. 4.) =-Z I 'i /i I 2 I~ 5 > I 9 31 6 5 7 I bs 0. I( CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION &5010 61 JJ.O./W.O. /CALCU. LATIQN NO. 15 Boo. b 0 I ·.:c PREPARER /DATE t--J. ~A~ C r : :::,. • I INDE~ENDENT REVIEWER/DATE ~;A IQA, C~TEGORY I CODE CLASS ~,J IF. SUB.JECT /TITLE ,, II ,..-1 I '::' ,"' : / ...,rl ~ · ... ~<- __ T_l-I_IZ_J4.___~_1_\_i, _1-_--=·---------------·--·--____ _ ' .... o ::.\ ··: = ~~.oco I r:;s /c :=,.-t I 'C ) 1.'-"'-. ' 0' k::'' L.ET I d -/ ~~ -t). "_. :- ?; 6 7. 5 II CALCULATION SHEET STONE & WEBSTER ENGINEERING CORPORATION •I •I ClLECK LOCAL EEH Ot ~J q F1\'lU 1: :=_" G )~<?').i =~~-::=-r:?l\r/~ 2 ~e.Acl<P-T b~ 4~ I II/ IH/11/!'IIN,-'1/1 'f/ i ... I =I ~~ ~ ' :::: ) '3 b II I II "' II-4 ( ;e1 4 \ i I 3 3) 6 ~riLl~ 410.4 k-FT QA C~TEGORY I CODE CLASS ~J /A tl .. cj :: 72 u~.s-b:: 75 TlliS A.t-.11\L~(:.:: ·~;/·.~ ~)(TP;::".·t L'f COii~Ek'VI\TIVf -a~( 16h':Jv 1 /) At-J'( 0 ~~A~( A.CT!o~l ~ 18~1C!?If.J6 f?"'K1"'i2A "5'!!:.:-FuSss f'IC-Oy'IDF-D B'( WALl. VE ~IA-rorz_ ;~l f' o '·t . ATION SHEET STONE & WEBSTER ENGINEERING CORPORATION 1 "·~~-;_,o.~cALC.~LATION ~o:_ _. 1 _ :--. IREVIOSION I PAeE I ·='· ,o ' ;'"": ~~ / ...--. A' ' REVIEWER/CHECkER/DATE IINOEPtNDENT REVIEWER/DATE !Z, Z2, f<7 ~·'A IQA. C,TEGORY I CODE CLASS .c.. w D P~r:: T e :." r: :.:. ~ :~ ~ J /A ATTACH ME kl T:; )J_EC T .td . D4 : LOAD ON FOUNDATION : PENDANT TYPE INPUT DATA GENERATOR OUTPUT RATED SPEED MAGNETIC FLUX MEAN DENSITY NEGATIVE PHASE-SEQUENCE REACTANCE D IR EC T-AX IS SUB-iRAN S I EN'T REACTANCE DIMENSION INNER DIA. OF STATOR CORE EFFECTIVE LENGTH OF STATOR CORE p N B X2 XO" • • • • • 01 • L1A • INSTALLING RADIUS OF STATOR BASE R6B • INSTALLING RADIUS OF LOWER BRACKET BASE C0348/2) R34B • r MEAN RADIUS OF THRUST BRG.. R19 • 63000.00 300.00 0.870 0.40 0.28 KVA RPM TESLA p·. u. P.u. 189 inch 9·3 i rich ... u·s. __ i ncn .. ..! 43. j_nch _. -"·.tS-5 inch DISTANCE BETWEEN ST.CORE CENTER AND UPPER GUIDE BRG. CENTER .. L19 • :· .... 81 inch DISTANCE BETWEEN ST.CORE CENTER AND LOWER GUIDE BRG. CENTER . LOAD DUE TO WEIGHT & FORCE STATOR UPPER BRACKET PARTS GENERATOR ROTOR LOWER BRACKET PARTS TURBINE ROTATING PARTS HYDRAULIC THRUST BRAKE . NUMBER OF BRAKES CYLINDER D-tA. AIR PRESSURE REACTION FORCE OF SPRING BRAKING SPEED INSTALLING RADIUS OF BRAKES RADIUS OF BRAKING FORCE TRANSMITTED POSITION OF BRAKE LOAD COEFFICIENTS LOWER BRACKET ARM L21 • ·. S~ inch SA SB sc so sE SF • • • • = Z7 • BD • BP • FSP • N6 .. Rt::S • Rt::SB .. KO = Kt = KZ = K3 = 1.65.600 _.JZ:400 31 0.~00 -~6.400. __ ,~H·zaa ·a Lb ·. Lb Lb t.b Lb Lb 4.00, PIECES . .t.Sinch -. I! 5 Psi 51 0 L b · • 90.0P RPM . 5 t.l inch · tfJ inch 1.00 rr:so--~~-.· i 2. 00 FOR STATIC LOAD FOR DYNAMIC LOAD FOR IMPULSE LOAD FOR VIBRATION LOAD FOR SEISMIC LOAD K4 2. 50 . 1.00 •. 1 FOR SEISMIC <HORIZONTAL) FOR SEISMIC (VERTICAL> AH AV .. = .. .. .. _ t.sa.• . -r:-zs · < AH ,. Zl3) M90S-8::S8992 Zl 9 B~ADLEY ~AKE P.S C 63000.0 KVA 300.0 RPM ) +------------------------------------------------+ I CA~CULATION FOR ~OAD ON GENERATOR FOUNDAT!ON I +------------------------------------------------+ PENDANT TYPE OUTPUT TOTA~ ~CAD PER ONE BASE STATOR BASE VERTI CA~ CP1> RAOIA~ <P2) TANGENTIA~CP3) .-~OWER BRACKET BASE VERTICA~ CP4> ( RADIA~ CPS> TANGENTIALCP6> ~CAD COEFFICIE~TS FOR STATIC ~OAD FOR DYNAMIC ~OAO FOR IMPU~Se LOAD FOR VIBRATION ~OAO FOR SEISMIC ~CAD FOR SEISMIC CHORIZONTA~) FOR SEISMIC CVERTICA~> 1520000 _] 6 8.000 18 6 4 000 . .4.0GOOO . 4 6 zoca . . J800 KO • Kl • K2 • K3 • K4 • AH = AV • . Lb _3 80 000 Lb lb .192000 Lb . Lb Lb 4 6 sac a ~b . z ·a 3 a o o . L b .. . Lb .2.31000 Lb .lb . 900 Lb . 1.00 1.50 2.00 2.50 1.00 1.88. 1.25 . M905-838992 3t9 · A4 GENERATOR FO~NDATION LOADS LIST : PENDANT TYPE r--. t-----------------------------+----· . -------·------------------... -_ _: \__ ------~ -------------:.----1' I I I LOAD ON STATO~ BASE 1 lb• 101 ILOAD ON LOWER BRACKET BASE 1 lb><1ifl 1 NO. 1 t----:_ __ (.~U B !.C.,.HQ.: ~Jail.------.-----+--=--' MfJ.R!f:t-1<J~ ..K.ctl.---------------t I I CONOITTION I 1 I 2 I · 3 I 4 I 5 I 6 I I I . I VERTICAL IHORIZONTALITANGENTIALI VERTICAL IHORIZONTALITANGENTIALI 1-----t~----~:-----+----------+----------+----------+----------+----------+----------+----------t I 1 I STANDSTILL I STATIC 15.91<270.80) I I I 4# C21.10) I I I l-----+-----------.-+----------+-r~-------+----------+----------t-~--------+----------+----------t I ! I ST"ATIC 1591<261.80> I I I 53 C24 .10) I I I I I I-----------+----------+----------+--.--------+----------+ __ T ______ -t --.-----.---t I 2 I BRAKING I DYNAMIC I . I o:8c0.36) I 22 <10.09) I I 1.0 (0.44) I 1.8 c0.80 I . I I I----------+-.---------+----------+----------+--::--------t--,-------t --.-----; --.-t I I I TOTAL I591C261.80JI o:ftf0.36)1 i2<10.09)1 53C24.10)1 1.0<0.4411 1.8 co.f,O,I 1-----+------------+----------+----------+----------+----------+----------+----------+----------t I 3 I JACK UP I STATIC Ii3SC108.10) I I Ua6083.80J I I I 1-----+------------+----------+-.---------+----------+----------t-~--------t----------+----------t I I I STAT I C I 2 36c 1 0 8 • 1 0) I I I 4 l ( 21 • 1 0) I I I I I 1----------t-~--------+--~-------+-~--------+----------t-~--------+----------t I 4 I NORMAL I DYNAMIC 1538C244.05J I 54<24.59} Il9l<89.58) I I 56<25.42) I I I I OPERATION 1----------+----------+----------+----------+----------+-~--------+----------+ I I I TOTAL I7i6c352.15J I 5.4(24.59) I lg1(89.58) I H .£21.10) I 56c25.42J I I 1-----+------------+----------+-~--------t----------+----------t-~--------+----------+----------t I I I S TA Tl C I2 38 <1 08. 1 Q) I I I 41 ( 21 • 1 0> I I • I I !SINGLE PHASEI----------t--~-------+----------+----r-----+----------t--~-------+----------t I 5 I SHORT I DYNAMIC I5,38<244.05) I 5'4 (24.59) 116G4l845.13) I I 5G C25.42J I I I I CURCUIT 1----------t-r--------+--:-~------t-.---------+----------?----------t----------t I I I TOTAL I71GC352.15) I 54 (24.59) 11864(845.13) I il C21.10> I .5& C25.42J I 1 1-----+------------+----------+~------~--t----------+----------+-~--------+----------+----------t I I I STATIC I2J8C108.10JI I I 41(21.10)1 I I I' I 1----------+----------t----------+----------+----------+--r-------+----------t I 6 I THRUST BRG.I DYNAMIC I5J8c244.05) I 5'4 (24.59) I 2i0 (99.61) I I 56 t25.42J I . I I I INJURY 1----------+----------+----------t----------+----------t----------+-----~----t I I I TOTAL 11,1£052.15) I 54<24.59Jl2l0C9?.67) I il t21.10J I 5.b(25.42JI I i-----+------------t----------+----------+----------+----------+----------t----------t----------t I ,J I, •• STATIC I2j8(108.10) I I I 41 (21.10) I I I I I I----------t-r--------+-7--------+-~--------+----~-----t-,--------+----------t I 7 I SEISMIC I DYNAMIC II284C582.55) Ilb8C347.82) I 191 (89.58) I 5S (26.38) 1462<209.19) I, I I I I----------t-.---------+-~---------+-,--------+'--."'"--~----t -.---------t----------t I I I TOTAL II52{)(690.65JI168(341.82)119lC89.58)1J05C47.48)1462C209.19JI I i-----t------------t----------t----------t----------t---~------t-.----~----t----------t----------+ I ·a 1 MA-x. LOAD It520(p90.65) UG8C347.82J 118G4<845.13) I406(18~.80J I4G2<209.79J 1 1.6 co.&OJ 1 . t-------------------------------------------------------------------~-~7-------------------------t M905-838992 4/9 ~ (}' ()) ....__________ {!i ('\ ' \'-'I ...... ...0. I~ r 1/ •Jj· >- lfl Ab FOUNDATION LOAD PENDANT TYPE 1. BASIC DATA GENERATER OUTPUT p = 63000.00 KVA RATED SPEED N = 300.00 RPM NEGATIVE CHASE-SEQUENCE REACTANCE X2 = 0.40 P .. U. DIRECT-AXIS SUB-TRANSIENT REACTANCE XD" = 0.28 p. u. INSTALLING RADIUS OF STATOR BASE R6B = 13 5 ; n ch INSTALL! NG RADIUS OF LOWER BRACKET BASE CD34B/2) R348 :0: 3,9 inch INSTALLING RADIUS OF BRAKE .CD13/2) R13 = 5! i.nch NUMBER OF STATOR BASE Z15 = 4.00 PIECES NUMBER OF LOWER BRACKET BASE Z16 = 2.00 PIECES NUMBER OF BRAKE Z7 = 4.00 PIECES r. LOAD DUE TO WEIGHT & FORCE STATOR SA • 165.600 Ltl UPPER BRACKET PARTS sa = 32:400. .l b GENERATOR ROTOR sc • 31 O:lOO l b LOWER BRACKET PARTS so = .4 6:40C L b TURBINE ROTATING PARTS SE = .4 8~2 oc Lo HYDRAULIC THRUST SF = c L:;, 3. FOU~I)ATION LOAD LOAD CAUSED BY RATED TORQUE PF1K1= l91.000 tb LOAD CAUSED BY SINGLE PHASE SUDDEN SHORT CIRCUIT TOBQUE PF2K2= J 8 6 4.0GC Lb LOAD CAUSED BY FRICTION TORQUE AT THRUST BRG. INJURY. <WITH HYDRAULIC THRUST> PF3K1= · 22.CCO Lb LOAD CAUSED BY FRICTION TORQUE AT THRUST BRG. INJURY CWITHOUT HYDRAULIC THRUST> PF4K1= . 22.000 Lb . LOAD IN BRAKING <VERTICAL> PB .. __ 6,600 l b LOAD IN BRAKING CHOR!ZONTAL> PFSKl= 1.200 Lb MAGNETIC UNBALANCE FORCE ON STATOR BASE PF6K3= 4:.oco Lb ON LOWER BRACKET BASE PF7K3= 45.CCG Lb MECHANICAL UNBALANCE FORCE ON STATOR BASE PM1K3= -eaco Lb ON LOWER BRACKET BASE PM2K3= I 0.700 Lb HORIZONTAL LOAD AT SEISMIC CONDITION ON STATOR BASE PHlK4= 113.000 ''" ..... ON LOWER BRACKET BASE PH2K4= 4 06.000 Lb VERTICAL LOAD AT SEISMIC CONDITION H6CGO l b saoco ~b ON STATOR BASE PVlK4= ON LOWER BRACKET BASE PV2K4= M90S-838992 S; 9 l£"600. / "-". I ?"l __ ...,.,.. " "' ... I .-.• I ..:.c CALCULATION DETAIL OF FOUNDATION LOAD 1. LOAD IN NORMAL OPERATION CPF1K1) GENERATOR OUTPUT p = 63000.00 KVA RATED SPEED N • 300.00 RPM INSTALLING RADIUS OF STATOR BASE . R6B • I 3 5 il=iCh PFl • C974•P)/CN•R6Ba1000) • 1.3 2.0 a a Lb PF1K1 • PFtaK1 • _j 98.000 Lb 2. LOAD CAUSED BY SINGLE PHASE SHORT CIRCUIT TORQUE CPF2KZl VOLTAGE OF BEFORE SUDDEN SHORT CIRCUIT E • 1.10 P.U. NEGATIVE PHASE-SEQUENCE REACTANCE X2 • 0.40 P.U • DIRECT-AXIS SUB-TRANSIENT REACTANCE XO" • 0.28 P.U • SUDDEN SHORT CIRCUIT TORQUE ( NTQ2 • 2.6•E•E/CX2+XD">•C1+17aCCX2-XDu)/CX2~XDn))aa2) • PF2 • PFtaNTQ2 • PF2K2 • PF2aK2 • 3. LOAD CAUSED BY FRICTION TORQUE OF THRUST BRG. C WITH HYDRAULIC THRUST CPF3K1> ) THRUST LOAD AT FULL LOAD CSC+SE+S F) T3 • COEFFICIENT OF BRG. INJURY Ct • MEAN RADIUS OF THRUST BEARG R19 • INSTALLING RADIUS OF STATOR BASE R6B • PF3 • CT3•Ct•R19)/R6B • PF3K1 • PF3•K1 . • C WITHOUT HYDRAULIC THRUST CPF4K1l WEIGHT OF ROTARY ELEMENT CSC+SEl T4 • PF4 • CT4•C1•R19l/R6B • PF4K1 • F!F4•K1 . • 4. BRAKING FORCE 4.1 VERTICAL LOAD CAUSED BY BRAKING CPB> NUMBER OF BRAKE Z7 = OIA. OF BRAKE CYLINDER . BD • PRESSURE OF BRAKE BP = REACTION FORCE BY SPRING FSP = PB • C3.14•BD•BO•BP/4-FSP>•Z711000 • 4.2 TANGENTIAL L~AO CAUSED BY BRAKING CPFSl FRICTION COEFFICIENT OF BRAKE LINlNG MUES • INSTALLING RADIUS OF BRAKE R13 = INSTALLING RADIUS OF LOWER BRACKET R34B • PFS • CPB•MUES•R13l/R34B PFSK1 = PFS•Kt = = . 7.08 P·. U • •. ;9.3 2..0 0 0 .Lb .. 1.8~4,000 .. Lb INJUR'JI J59.000 .. Lb __ 0.3.0 18.5 ~nch . (3 5 inch I :.000 ~~ 22.0 00 Lb 35.9,000 .. l b 15,000 .. Lb 22.0CO LO 4.00. PIECES 4..9 incn .·,c: . .. JJ "·-Ps, -510 ! b 6,6_15 I b 0.50. 51.2 inch M9os-a3a992 s,s A7 5. MAGNETIC UNBA~ANCE FORCE 5.1 MAGNETIC UNBA~ANCE FORCE CFFll INNER DIA. OF STATOR CORE EFFECTIVE ~ENGTH OF STATOR MAGNETIC F~UX MEAN DENSITY D1 • ~1A • a "' FF1 :II 5.2 ~OAD ON STATOR BASE CPF6K3l DISTANCE BETWEEN ST.CORE CENTER AND ~19 :II DISTANCE BETWE:N ST.CORE CENTER AND ~zi • PF6 • FF1-CFF1•~21l/(~19+~21l PF6K3 • F'F6:aK3 (" 5.3 ~OAD ON ~·OWER BRACKET BASE CPF7K3) PF7 • CFF1•~19l/C~l9+L21l PF7K3 • F'F7•K3 -+ +- UPPER 1-+-+------------•---------•- GUIOE BRiJ.-+ +-I I I I I 80 .. 7 I ~19•<.2.05) I +-----+-----+ I I I I I I I • • • UPPER ~OWER 190 inch 39 inch 0. 870 T_ES~A 33,000 ~b AS GUIDE BRG. CENTER .. .. SOJ inch GUIDE BRG. CENTER .• s·i= inch 18.0GG L b . '45,000. ~b .1 e.aoo ~b. 4_s.ooa Lo· . I GEN.IRT. I I I 147.7 -+-----+-----+--------•-c:S.75) +-~---+-----+ I I I -+·I +- I I I I 67 ~21• <.1. 70) I I I ~OWER 1-+-+------------•---------•- GUIOE BRG.-+ I +- 1 I M905-S3S992 6. MECHANICA~ UNBA~ANCE FORCE 6.1 MECHANICA~ UNBA~ANCE FORCE WEIGHT OF GENERATOR ROTOR sc • ECCENTRICITY OF ROTOR E2 • RATED SPEED N • ANGU~AR VE~OCITY 2•3.14•N/60 s • GRAVITATIONA~ ACCE~ERATION G • PM • <SC•E2•S•S>I<G•1000> • 6.2 ~OAD ON STATOR BASE <PM1K3> DISTANCE BETWEEN ST.CORE CENTER AND ~19 :II DISTANCE BETWEEN ST.CORE CENTER .AND ~21 • PMt • CPM•~21)/C~19+~21) • PMtK3 • PM1•K3 • 310000 0.00'98 300.00 31.40 9.80 1,8'00 Lb inch RPM R,AD/S M/SEC2 Lb UPPER GUIDE,BRG. CENTER .aa.r inch ~OWER GUIDE. BRG. CENTER _ ... 67 inch 3500 Lb .. aa·oo b b r-6.3 MECHANICA~ UNBA~ANCE FORCE AT BRAKE OPERATION CPM10K3) . BRAKING SPEED NB • 90.00 RPM PMtDK3• PM1K3• CNS.NB> I CN•N> • ... ·.-8'0U .. lb· 6.4 ~CAD ON ~OWER BRACKET BASE CPM2K3) PM2 • CPM•~19)/(~19+~2t> PM2K3 • PM2•K3 • • ... 4.300 Lb ..IU100 lb 6.5 MECHANICA~ UNBA~ANCE FORCE AT BRAKE OPERATION CPM2DK3) PM2DK3• PM2K3• CNS.NB) I CN•Nl • . _t,OOQ · ~b -+ +- UPPER 1-+-+------------•---------•- GUIDE BRG.-+ I +-I I ·1 I I I I 80.7 I I ~19•<.2.05} I +-~---+-----+ I I I I I I I_GEN.IRT. I .11413 -+-----+-----+--------·-{3.75) I I I I +-----+-----+ I 61 I ~21= Ct. 70J I I I I I ~ -+ +-I ~OWER 1-+-+------------•---------•- GUIDE BRG.-+ I +- 1 I M905-838992 8/q ( Alo 7. SEISMIC LOAD - 7.1 RADIAL LOAD ON STATOR SASE CPH1K4) SEISMIC COEFFICIENT AH • WEIGHT OF STATOR SA • WEIGHT OF UPPER BRACKET SS • WEIGHT OF GENERATOR ROTOR SC • DISTANCE BETWEEN ST.CORE CENTER AND L19 • DISTANCE BETWEEN ST.CORE CENTER AND L21 • PH1 • AH•CSA+SB+CSC•L21)/CL19+L21)) • PH1K4 • PH1•K4 • 7.2 RADIAL LOAD ON LOWER BRACKET BASE WEIGHT OF GENERATOR ROTOR WEIGH~ OF LOWER BRACKET PH2 • AH•CSD+CSC•L19)/CL19+L21)) PH2K4 • PH2•K4 CPH2K4) sc • so • • • 7.3 VERTICAL LOAD ON STATOR SASE CPV1K4) · SEISMIC COEFFICIENT AV • WEIGHT OF STATOR SA • WEIGHT OF UPPER BRACKET SB • WEIGHT OF GENERATOR ROTOR SC • WEIGHT OF TURBINE ROTATING PARTS SE • PV1 • AV•CSA+SB+SC+SE> 2 PV1K4 • PV1•K4 • .1.88 ~65.600 I b t.2~00 .I b li"0.400 I b UPPER GUIDE .BRG: CENTER _ .... 60.1 inch LOWER GUIDE.BRG. CENTER _ Bt _inch _1!3.000 .lb . 7-13.000 l b ;JTOJCG I b 46.400 lb 407.000 .lb -401,UOO Lb . 1.25 .J..&5.soo 1 b. 12.400 I b 3 r0.400 . 1 b .4 "6.200 . I b J~s.aco 1 o "1'46.000 I b 7.4 VERTICAL LOAD ON LOWER BRACKET SASE CPV2K4) WEIGHT OF LOWER BRACKET SO • PV2 • AV•SO PV2K4 • PV2•K4 ·I I -+ I +- UPPER 1-+-+------------•---------•- GUIDE BRG.-+ +-I I I I I 80.7 I L19•C2.05) I +-----+-----+ I I I I I I • • I GEN.IRT. I I 141.1' -+-----+-----+--------·-<3.75) I I I I +-----+-...;---+ I 6 7 I I L21=(1.70) I 1; I I I I -+ +-I I LOWER 1-+-+------------•---------•- GUIDE BRG.-+ I +- 1 I 46.400 I b. _s·aooo .I b :_e,caa 1 b M905-838992 Sta NOV FUJI EI:..ECTRIC TO: MR. ~. A. BISP.OP, SWEC FROM: K. TSUTSUMI, FGJT LOCAT:!:ON: LOCATION: Page: _ill DENVER TOKYO OUR REF.: FUJ~/~/090-F Date: ::Jov. 6, ::987 t-lESSAGE:- RE: GENERATOR FOUNDATION LOADS, FUJT/SWEC/089-F CONTRACT ~0. 2890033-HYDRAULIC TURBINE/GENERATOR UNITS AND APPURTENDANCES BRADLEY I:..AKE HYDROELECTRIC PROJECT ALASKA POWER AUTP.ORITY :; .... ?lease refer to your telefax No. SWEC/FUJT/123-f dated Oct. 29, ~987 and cue telefax No. FUJT/SWEC/089-F dated Nov. J' 1967. :::r. conjunction w:th these :elefax, we are ple3sed to rep:y as follows: 1. Concerning the radial loads, in the event that the total horizontal seismic load is equally ap9lied to each sole pl~te, it would be caused to fail the concrete at the sole plate where the radial load is directed inward, as you poi~ted ou~. HQwever, according to our design philosophy, we don'~ tr.ink that the said radial load is applied to the sole plate equa:ly. In other words, we think that it should noted that t~e total radial load is applied to the sole plate irregularly, where is imposed by the compressive ~tress of concrete. (to be continued) 9323K/HRK ,~lj .. ~ • (0 ::\/ _:.__ ---A \7 . _. 1 F!JJT/S'tiEC/090-F ?age: 3/9 ~he follow:~g drawing shows the calculated value of compressive stress between the sole plate, sh~a~ :~gs of 30le plate and tte concretes, which is made based or. the above design philosophy. Our Ref. No. Title ----------------------~~ ----------------------- M905-842506 Calculation of Concr~te Stress for Radi~l Load 2. Your technical specification does not spec::y any a:lowab:e compressive stress of concrete particularly. :n this regard, according to our standard practL=e, we usua::y app:y the fo:lowing allowable co~pr~ssiv~ stress of concrete against the radia: load in case of the special co~dicions, such as sudden short circuit and earthquake. 7 7{g/c~2 (1,~00 psi), which is approx. 43% of :aokg/cm 2 (2,560psiJ of compressi~e strength of concrete. As seen from the attached drawing No. M905-842506, our calculated val~e of compression of concrete f.or s!ato~ base and lower bracket base is less than the aforemen~ioned al:owable compressive stress of 77kg/cm 2 . Fot: th:s reason, we don't believe that the f!1odif:.·~.::tt.:on of t~e present shear lugs of sole plate is needed. ], The following drawing shows the calculated v~lue of uplift load of anchor bolts for stator sole plate due to the verti2!l seismic load. (to be continued) 9323K/HRK F::.J.J'!'/ SWEC/0 90 -F Page: ....1:.L.2. Our Ref. No. Title M905-842507 Calculation of Concrete Stress for Uplift :cad As seen from this drawing, there is no ptoblems w~th the curre;.t design of the said anchor bolts. 4. we are also enclosing the following drawing, ~ndicating number, placement and type of connectior. between the sole plate and the stator frame. Our Ref. No. T::.tle t-!905-842508 Stator and Stator Base Connection Detail Relating to this drawing, please note that the l~ngth of so:d plate for stator shown on our proposed drawing No. M905-244717, Rev-A, titled "Foundation of Generator" is incorrect and it should be corrected in accordance with tr.e attached drawing No. M905-842508, Encl.: As listed 9323K/HRK Very truly yours, FUJI ELECTRIC CO., LT~. ~. Tsu~.i~~~;('-. n~/ Power Equipment ~ept. ri Internat~onal Div. Sales Sector Electrical ~achinery & Systems Group I I i I ; I ' I i I , I \ : : I ' I I I i I ' . i I ' I ! I ' (1] -:~= -..... ·-~:: l --·-··------ ( ry.;" w IC' Qb) ;.,ta.l r<"di..<!l Q Lc~d P'l.c..,n-e~.)). :.47.~}(~~"3~ !) Co.-wq~"' ss~c,., ~r (o.,-,cr-Q"'te. ['2] Co"" \~c:;: Ar-e~ , ( K4J~.,.: Paj..e 2/a ) . -£'i,..ec"=~~""' of A-(ISO.'ex' -+-59.7~'36)x'l~~o~'""'"" COI'!nf>"'ess~o~ of (o.,c~ete: ~c. 1 I b h •· '34?~tc"3 (~<i? Ps() (liOOP'S~) ()6 -~ S-. 0 .... _ = 6' 2 · 4. ;::~ /c"'' 'l < f/'7 P'?-(c'l"\ 7 F~ r Lcwer-.a .... ~c ke t B q s e Rl:ldle,Q Lo~d P5c,.,?!;.:) ') ' ( 4 6 'l K I 0 "3 _Q 6) ~ '20" .~ w; 10-~ I) c~p~essto~Y~ of Ccmcrete Co"'t ~-=t A~' eo , ( Rd4r : P a.. d 3;J ) ' = lr'70'<1bi'~)(f!5 •"30,'l>e.4,.$ .... l c: 4~":3og.c.~Yr~1. . AA.Lr) _.. r, L,.t; i:,( ·'\1· i f,,c: srRc·..:.s ;;. (. 7){_-;;-:.}(o/L·c·J:: t~::: :t-•· AfiHIOVEO I Fuji Bectric CoJJcl ~! . ~-..._ IJ11 Mqos-~4'.2.506 '/~ ~-41 ........... ................ .... ..... .. ... .. .... . :..__..__ Reference Dravtn« , Generator Foundation 11905 -244 7 I 7· ' :<De.tdll Of 5to.tor Sd~e.) tator I I < 'l V-4) G .. •, <. De t d i l o f Low e r B r cl c. r<.e t 8 a. s e ) 'f.-M56 P~EQ~_t.:_d O.JJ9J.~ .B.Q.I_.!::,.~ ·~---------/ ____ _ I IC.------.!.-.J~~/ ~ :'J! u .. " <Jte • .) . 57'. / ' M q OS -'04.2SOG .,,~ l . I I 1 l l I ·1- .,.._I(.E'f'AM~ I ! I I I i • I _!__·FUD=· -:.::T::::d~:::::::~~cA::.::D~f:=u=~=-p=--...L..---'-~c: :"':>~~':...:..,~1~~~~~"-io/J .:\,--. . I v r-JCO ' I--; '-• APA; GRA-£)\..E'i' p .. !S _r; a Lc \,.4 L ~ t ~·a "f'. _ _:;d_ ___ C otn cr-ete S "t ""e s s . £a.c _______ u e lti t L o a. d [I J Fo I" S t ~ i: o r-8 b 'S E' . · U pw ~ ... d Ve r t i c -c l Lo e, d ( 14't.4x IO'J ..Qb) ~ f7 • 7' X I 0 ':! ~ca r . \ • Se~s!Jllic Lot!id CPYI\<4.) = t'74-b'-<I0"2.'o \ ( Re-ter to M'lQS-e -:!~~0! 'l Paq,e '=~/~ J 1. Dtoe-d i_oz:;d =-~A +SS -;-'5C +-SE =S~~,'l.~1 C"'lb c I } I l J I lO e:<:f ( ·, \ CD Co,.,pre$'S~of't'\ cf c.,IY'C""•-tcc (~) _i ( '11"'C Fou~ ~ 't :o""" t3c .Q "t' '!!) Cotni~c;t Ar-e e , A=-= 46:l-~<:::,.4.~..,.) "'e~c$ -=-:6lC7c-m"4 ·. ' b-'7· 7x.IO"J ' < '! K~ I Ei I 0 '7 = """ ll, '((. ,. I C'T"! 'l. :;:: ' 7 ® 'Sheor~""~ :"tres~ of Ccrncre-t"e ( t) ,At-E'~ for 'Sh-e111"'~"'"'41\ fOr-ce -~ ) A~ (4.€; "'q6') )( 4 1( 'eSf'C'S = i 4,.1~1'2 ..:')t17 · ..,.--b'7,7XIO"l , . _ ... · '---= o. S K'-/c"""' • 141~1':.4 • @ S-ere~~ oj fi::.u""'d~"ti~M GQ Vt ' F~Jhd~tlo'T\ So~'t : M '7'2 P6 x 'a p~ec12s -· . C!'t = ( !vtQ-re""'~ IQ Q : ~ ~4 1 \ T!C-n-s·, Q~ S 'C'I'f',.,~'t h Yrek'd Po;~ mere th~"n 41 -....sr:2. K)/'nl"""l \ ,., IJ. IJ. "' Fuji a.ctric Co.,ltd. ' I ! I i I I ; I STAToR. ltND STATOR BASE CoNNeCTiON DETA t'L 64.f0 ~JO __ roRQIJE PiN. ¢S9SO FRAHE_Mf -~~ '· SHOWN \ . ' I ' I \ \, • ST. FRAHE '/ M7l. {tXJNfJ" 80I.T fofJNiJA r/oN Bot[(N72) ~llj....,/ /soLE flltTE I t • .., ! • ' ' ~ .5€CT/ON A A ---->1 <:(' I I I I I I l ' j ! I I I --··----t-l-+---4- II II ~ I I I ! . \.0 I I ~ I I ZOO I I I l ~ / ~ I t (00 I 1~0 ----------..!...' .!..1 4-..!....l..--l....--~-_J ! i : ! I i "t! \ ~ovNDA rio# e"q ! I I . ~ WDLG. ( M 72 ) ' I I r,,,~>J~i~~~TE~---~~~M=f-,~AP=PR~~~~o.-----~--------~~~~~~_j DRAW. ! Ji . . I r Fuji Electric Co..,L.td. ' ! I --+'il¥ t 87 ··-1. H/ . R~NS. ~iCKEO' 1 · M. · i I M 9 as-8 ~ 2 so 8 "-~~~~····+·~·········· ............. ··~······· iFOR 1NFOR l'v1 A ~I CN I 1:.,! ~ LATERAL LOAD TRANSFER OF GENERATOR. Re : SWEC/FUJT/142-F (dated Nov.17. 1987) Our reply to your comment .of Item 1 of above your letter is shown as follows. The adequacy of the equipment stiffness is confirmed with showing calculation of deformation of stator. Upper bracket is mounted on the stator frame with bolts and axcial pins. Therefore, deformation of stator frame are analyzed as considering stiffness of 'both equipments by F.E.~. Fig.l is shown the Calculation conditions. Fig.2 is shown the result of deformation of stator frame and upper bracket applied maximum radial load at seismic condition. From result of the Calculation, deformation of frame at bases" A" point is 0.033". The gap between stator bolt hole and fixing bolt of stator sole plate is designed 0.12" at radius. Therefore, bases~ A" can not transmitted seismic radial load to the foundation except the friction force of fixing bolts. Friction force of fixing bolts is estimated as follows. Fixing bolt size Number of bolt Thightening stress of bolt Friction coefficient (Area 5.58 sq inches.) 2 per base 14200 psi 0.1 (The surface is applied friction reducing material) Maximum vertical load per base 380 kips (Refer to Calculation sheet of load on foundation of generator ~905-838992) Therefore, friction force is F=( 5.58X2X14200+380Xl0 3 )x0.1 =53850 lbs Then adhesive stess between base and concrete when the radial load is directed inward is calulated as follows. M905-844333 1/4 Contact area of base to concrete I per base 2335 sq inches Therefore a= 53850 2335 23 psi (1.6 kg/cmz) This stress is less than allowable adhesive strength of concrete 92 psi. ~oreover, above stress is calculated on the assumption that friction of foundation bolt is not considered. Therefore, actual adhesive stress is assumed negligible small. !1905-844333 2/4 Condition of Calculation 1. Distribution of seismic load (Refer to Calculation sheet of load on foundation of generator ~905-838992) Ft Total load due to stator weight itself 165.6x 1.88=311 kips (This load is distributed on circumference of stater) Fz Load tramsmitted fromupperbracket 457 kips Total 768 kips 2. Contraint condition of grid. Point at bases • A" ···· ····· Free (both X. Y directions.) Point at bases" B" ···················· · ··· X direction Fix Y direction Free Connection points between bracket arm and stator frame Pin connection. F./j J DATE NAME APPROVED Fuji Bectric Co.,Ud. REVISIONS ~695 2/17/88 MAX-OEF. : 0.85881872 .... ; " \ " \ 0.839 .. c ~...-._, (0.033") @ Bas.e 'A,, JleiE 20 PLATE ANO BAR l4EitE STATIC OEFOR. SUBCASE 1 LOAD 100 \ \ \ \ \ Deformaf.iDn of Sfctfor c Ill'/ tt· t ; 1/ I'] • h ,, 8ase 8 \( :: .,-• 1 e -:.L~:. . 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