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Structural Design Calcs
Structural Design Calculations For Services Unlimited Clute Enterprises, Inc. FO- 15581 - 15585 Coyle Building Systems 114 Rosemont Lane Imler, PA 16655 ---,1 7 �P �S E1OP t -, . ' i. - * 1 % O835B9 p- pROF S.0 •' 1 �pF NE, Q ,5 EIS ►�V 1 �r. FO- 15581 - 15585 TABLE OF CONTENTS Hand Calculations Pages 1 to 13 Layout Sketches Pages 1 to 4 MBS Output Roof Design Pages 1 to 29 Back Sidewall Design Pages 1 to 5 Endwall Design, (Design of Frame Type A and B) Pages 1 to 15 Endwall Design, (Design of Frame Type C and CI) Pages 1 to 22 Endwall Design, (Design of Frame Type D) Pages 1 to 19 Endwall Design, (Design of Frame Type G) Pages 1 to 15 Endwall Design, (Design of Rafter Near EW with Columns at 5ft On-Center) Pages 1 to 20 CFS Output Main Rafter 3 pages Columns Central Column Frame Type A 3 pages Central Column Frame Type B 3 pages Back Sidewall Column 2 pages Front Sidewall Column 3 pages Corner Mullion 3 pages Endwall Mullion 3 pages HAND CALCULATIONS 114RosemontLane CALCULA . )NS Sheet Of k •', Imfer,PA 16655 I de..., t 44 MI Phone(814)276-9611 FO Number 1,56 g1 5 Initials 1 IIMI Fax(814)276-3307 BB=ati I L rat1•.41Ga013' As.f i 1:71 1 r Quote Number Date: cf'r''0f ,'�/ / Builder/Purchaser: SEY ui 1�' (lhl;�nl .c4 / C�ut e rnt crlJrrJ�s.�, Ty)(,, 5 S Lars,9 e Salu brri b lety5, / II (Ire pIrnP t ide 1iF4! f DI r!v +is 5- bA1it) .S'e` F - ilfga-11-$92 LOCALluil - ::.; An / 6 Oil 41- ; (, -, Din / /, bid q 5 )1E N1tri+n ?Ur Y•lo cirill5 IJ U 11 s i r: f),, 01 / 6I0•""� s `H'� A_ ✓ C!n i r j Nr. --- p �'(e �i .ro,� u —Nets b t►,Id;n l Ott: are Sikh iior Eu arf real 8' 4 ifiorJr.it hi;th the iffiic t, chase,; Tt? D.r; ;;nt LEW; h+�ij ( ..5 5' vy0.4 anti 1 a toxfd heal ip i., koe ons Lie ;/iJI•3!W The neW LEw hQ, ) ite'yt s!: vrc, n,! ry r sxs Note t1i ch44yr. ;v1 bq s pec;oy pi,. pi 1. Otra CVOSS-Se.e(;r,1Ype); 1 1 ry tcI ,1 1 These tresY-Seclron bypts L)ra tile: i_ t1'm11e1 deJ Ox Iyn the Qfrr,r14 t p&f O'riyfn I eId ol- New Bii,j'tr, Y_. _,_ '("4 11J .... .. 1... 4 9 I -1 , ThC fa mr,p•n P✓ t ei1=`�t'? 61�� new 5 ,Iv, 1 J J till ef,litiy the tit �s the: Setlrbay u C G• F 8 Yerptti'1ft s- b.: t31J9, rr'q al''r&3ingii. T'1pe1 �9 tndtianol' it 2+3 new rut slrhslav Isu Build«l'3 vrr°Wrrtal, The GtIy C`7c,r;4 i, tht rkme ,LEw b nlivi? :t;Un 95 S1-rbwJn r 6V� . 1I e1$t :11 e,r4G11/ 1,1si, . Cite; Revised.August 5,2002 1 114 Rosemont Lane CALCULA DNS Sheet 2_ Of �'ii Imler, PA 16655 Mil (814)276-9611 FO Number J55g/3- Initials >, lom Fax(814)276-3307 BMA it lin'A °tom : "•-, " Quote Number Date: 9 t Builder/Purchaser: Serv;��s U� I�mlf, � / CIu�P F nl rro se -7-,; --- 3 Uildin t5' ►leo is simile,/ I ti B tAild4l 2 w.tAq the Mcw,ny ClnDinTes. ; The 0 y ity rn44 J LE W h014 $5'y51 omits 1 oil 0 ro'UJ' vnib5 on 04 r; . /1i'710' or Elsa 1}Svv The nbw LCw hob (11G Y+5' vi±'GS, C,'bcn 0! i'ut,' Va;6 te) 6(3 rSM✓ 1101. Ioxt� /4x!b 1 IU x-ir) J I6 X 15 1 1 i ln1e 1D10 s I lo'X Ir i hh , ) ll 1— — _I t_ 1 t� -' -1 i dr'rty►nttl bid) g j•.(Fn11-g19) N e W 8kly it 5- CF0 - 15a5J � 1�r I_ pi go' I° r IVY (aJ ,;rdssI - 0 C 3 8 A C- ►= E A A sict1,+) 'rYPci Witt 'the c holt 0 bey spot", rind Cis$ --5 etticet 11,11# These Crass -section /wi s rite the Same deity) aT the 9r91 ,N1 L7pei 0t- the sow 1Q$1C The re rne,nder cfF O Idiii) I15 new Is exactll the strtne 015 the /cinoiittcIer 0-131 izNyinei. See F0 — Itggg q2 Par all CAIGwA1ot"ia 5, Revised:August 5,2002 „, 1,..._J 114 Rosemont 55 Lane CALCULA L NS/ Sheet ( Of ImlL Phone(814)276-9611 FO Number pi-R"xx Initials Fax(814)276-3307 f :hril.,ai1` 'rmiTS.,210 1 A s;:1,1-,1 Quote Number Date: 6 - Builder/Purchaser: 5 e{Vi I (' Un limit:ri CIvt? 1.4,I).,.., 41 0veerobur\J r NY Gro,nrw Snow lead 7aprf ----, Pq` Co5l#M,r (.,eta-= 7,p;c T1„ppiLtr4ce . C1,2 ( ►.:A✓ Nei?:LMici) ----) I, Cu)10,m, >qr h d Root convit Tutu' cipcs d __ -, Ce 0,9 C1 Wed etpc,,-u!. = 13 --I Thtrp,gI C!'Atlrb;cn ` iiAhr?t+o;I/I Ct - I, 20 Pp. = 0,7CeC.6Tpy n 0,7(0.`0(1, 77)(110) ($5).- i'6q- Ps Per /vl `-- ' f • 2C, m) ilef `.j,. . / r I I-I/ , 3/ I „t'1 niir ;ri o /A'r, 1 a 7 I1 C11 1 1.0 III 1 l'%s . J) t ;„"to 5(0chn9 3,33c?-' ..(V3'- `tAG' • )iril! i ^,i,r AS eY rigs — All .P�niI n� ra,,2 z;►6 ►� n�: D.qC : c, G? - . 1 _G.5 pi p uieI+7 r _ f� Std. Frame, — iypt q 12 1, ` I 5 r /L 035Cr. 7.7)C13 71.---n— . <...}rsw cim , ,tvl /1„;;..,,,,, 1630C19 �i ItX1SCA ttx15C1Gy„^t q.)05tit 1r,t �1 4 00I II_ I 3” C' oc centrai ,J pp/ t E, , ;,' i.t„1 ., 4:, if., rim t}D16 j 1; t < 0 1 , ,j. gip, Chtt}te1 w;t'l ' v(r.i't 7:tp F1AI. infDnt Revised August 5,2002 LA 14 Rosemont Lane CALCULA JNS Sheet Z Of i.t,. .*•:.1::, L Phone(814)276-9611 FO Number /‘t'F4;C Initials Fax(814)276-3307 [i ci :u.. ... , W „Isms, . Quote Number Date: j/3//01 Builder/Purchaser: Serv:(e. Voi',r ;{rd / C )tni r P«)f1 ;ir, II 1 Kanter Des; r, — cent). ;n.C.>`S ,F r p top ' @y¢r ,� °a. ►> �f. l LOgd Ater, 3'�, 3) p id �3,r33 er, ;.,( � 33 3 �( cn . it \ VL=0.16, ”.36 f 14740 63,34 CI-= 1.DOis0.” 3i.? i t . LL - C't1, 33.,,y i•y3 �. At''Ni ids : D L _ OT I I. Ch G,at 1Z= 1.5 _ DL) „,ii 20" fi Fri. L.. Q,iZ'` %VL, -D,p3J'- t% gX 35 C I3 ' V.c, P,$S6 d:L/11G li5 - 0.05A` CultrG) *On — A0_1 i4s_it;7Yi_ii.b..( r'_. . ck, tC . . ') a, rl'; ,1 iP Clrn i5 4'1411 0,a,a Ur bnE nj Cr - t 5Ps{ n $'-��') �s:n s'- I3q,3F1 L. r 3 P 9. O(-- vt1S" . l > 71. C. G.ZS' CL= 10bt/ fir. rC.Ce.nL'itili - .1'� t • ^ ; LL: - ./itood f, li;�5t WL, Il5178/i i n f . lAr,'1,1, yt • yCf1'I 11' l if: t'Up; .- 1.:1 1 i,. L_IN' 1r) Revised August 5,2002 -....,„,•-•%, CALCULA _ ...)NS Sheet 3 Of , .., j iirni ale rRopsAe mi 6o6n5t 5L a ne , ,m,111111 Phone' (814)276-9611 MEM Fax(814) 276-3307 FO Number itilr Initials ,-f :, • ZI4lL F1:14 •tiattit g5f6z "-1 .7.:r.._:IVREil Quote Number Date: Builder/Purchaser: Se r vi( Ur1,01,ir ii /Cltrir 131.0thir, ii 1 i {.„..he .r 16 /44111 - 1 G y, 50 NI - Axml Ir1,, i 0 tieb arc_;/ICI; ...._, 0 eci cl-, i G . -d4 K---› --- ,,,,,,) ; • ii , rPI li;,L..--a vi V tp'i H5 ; 01-' 0.14 Cy 0,05 1._l.- 2.10 Vii-' —0.76 Wind NS = to.w A 10,:=Is •• cl,H4 7'1 — 11,1 "L"--) —0,11Y-7'1 / PL.IAA, pi, Id. :y . .5x15,5" 0,- ),.. lisl41.P1• t ), 4 1,110 1 , Hui?, es w r hy, ' t34.nd vn Der of ( . . _ r VS Q 51,01, NO 0 §11, U 11( 'e.cw 15,, Fir ate el R 1 v ,,,' . st,),,,,,d 1,1., ,,, (),: , ,,p.. 1 luill toiri . r-vp7 6,q(t 4 tr, 5 c,ito•,i .,./1)7, ix/ pisrlt I 10.111: li, JAC Li, vIpuej i buT only r),;iiht It, vs iv III. P er C F5 —* USe l'AVC,16 7- , NAr56in' 111.•:Si it i Vs(is--- V511(17 iki (iii i,1_,.. talio6 I \LC, -- (:), ,-1 I ( sgrne ucied fib c I(;,/vii A) A • I . ,1 .1. • ,i, i 1 't Revised August 5,2002 A. :,-- ) 114 Rosemont Lane Initials Quote iNS Sheet Lt. Of 6625.7:63-09 76 1 1 FO Number /Li %,,,, -,-; mil trrniaixi:rno,ePic8;121467) Limitami „Ttr '2 r:.0,'lif NI-ii.S Quote Number Date: Builder/Purchaser: St 1,k/i( ( kl»b Mil. at Fr011tiC C A iv] gun 015 Lr V 1/i,i P-:11136t ---- Dv.: Jo ' pUT --p)-5 i:,,,.,,,, i,o(,t. 0,. F arc n) Fp 45 fire rg.t ill;rti II 1,5- ‘ ' illAliO'n 4 0/45 Dk 6 RA c-t) kif..-.s.,;,,,„ ,:- r r tile ft, + 5 •..... . ... • . , 115 ' Li-O.I tVit < 4-T., 7:i , 14441 G *I L°I1°.: "")" ':4----''''': -i: s51H/et' < 7° v / Ntai Pi 5, :-- 2 6,7,-;',.••• 13.4' e--. 71,V AV-, , rre4 en q. D L1177.:3"/ /1. , i:,iT41 vt ( C he i l . Phil ict(15; . !. I il 0) .'. , ii v , cf. -•- c, 7) : OE-% L.I.- ' .1 r al . C.L 7- W V -(i.it b I-I- 00_,-- :-III 7: —O‘D 0 'liT( i G,uy ki,yit p i )> W-- -11,14L„.5.,19 „.I L—D,371c h b-- V, ?iG.7 ' , .. la,. ! - : . , ..., 0-) kb--.4,,,i', r4i. it,,.:.!,4.,py ,-.01..f,h,,,,,4. Oh vd.,..--.00c . ,J -1 A„ii y L 1, / 0 . f . Revised August 5 2002 6...ii 114 Rosemont Lane CALCULA JNS Sheet 1'15 Of Imler,PA 16655 Phone(814)276-9611 FO Number lit ,K(V. Initials 4,:ii ..,4#01t'I'' , Fax(814)276-3307 'Erii.-0:' r4 Fr:"aNt-ffjggiallOgill,":";':EiraTaliA• Quote Number Date: / /6'7 Builder/Purchaser: SerV4 p VA brit i-te it (RAO iii.,10 . ..-'; 4 13 r DI ci vi A F ilv u i ON il ____....._ Froen & FL if 1-2- I:, Lc br 4(e the i;:.;I', .;•,if I r.'1 it b 0,4 iia ME Cett ,.. 0,i —901 • 1 ) ',.•• MI/III eir,i, : C •I:1 r vy (car- -• c2...-12) ---o,Go -IA41 1-°"'. = (042—-0.60(12,3t8.5) x h. x .I.P._ ÷ (0,-a--cf,Y0(i7;5) N KVZ. x 3 77.5# - qi: -1619 cif-come z" Plw.„ ,.;q fail 1,1( 1.1ct, ecxoe I 3 lyt I, < Li-11--, 4 t/r6 ,ilc-v 01( C1,,t O., --p:,),',Jr) ut, loc,..vottl ptv,-,- .. -ri.v)), . ,!, ,,J . t1:7-,3,) arr. ......,..„...,,,,, ,.„.. 6/VP I jrriq i/1 '5'w --,- .11:7ji:33,7 if P ---7i - /7Z I tinl '› 710i --"-1, , ' e. * \ . . . 1 , i .FT: Le p.% L. (4E_ 15 ": : '57 r... . . . . ._ ... ...__ • . . . . Cbedk FrAilq G-1 I P -I'.."-...: .-!.. : 0 ,);., „II ( ' ., tIJ•C 0 k, cl,M11. fi1vili,1/1 • ht.:. ,(1167 , x;c110" 1.' ''‘V ; '•'1•'• ' I.). • g/••;91 !. 07" U6 t-' ),)I 11/;ntl : • if li iv - -v,P;jil . - Ff../ Ikr 1,31/ tri A 1.'L• ti. r L F -- 5:4ffie 015 b ---F; r,i -6" ilili (.iril- ,,;(0), ft., 6 ;) ,i. j! ._' v.c :-Ginl r1-19 lc SW din -7 54,iip ai.lii (,/ ty,k no,,,t, 1{.!• ., or hi{ i.1„. i. ---":7. ,!.. . . / v,C..- 0. 1u iti I Revised Auoust 5.2002 114 Rosemont Lane CALCULA _ JNS Sheet 5- Of Imler, PA 16655 LIM Phone(814)276-9611 FO Number III'rL-- Initials 7 RIM Fax(814)276-3307 IFIORMUM.....VC67kMWARTida.M.SEI Quote Number Date: IVL/C1 Builder/Purchaser: , /(/ ,1 ( f r . FW Bitio t; Fromm H- A 1 Is hql; ri(oq, A 3i7 (-) 1 GI 1 Ali wi centod Cif() urn '0)67 0.16 C 0.05 L. et. 111Ji4-1 :ir ylf„; -It cor • z.C,Vit. fQi 110q-, SW Cirn Sfm:tuf red. ((il 1.;• L ; V.5( 4)(1,5•C t6 cblia ftq Ciol hi , v1,5 Ayoli c_;.: - C' DJ/3 •-• - bur, I - VII;(i1 Revised August 5 2002 rr • i 114 Rosemont Lane CALCULA JNS Sheet i Of Imler, PA 16655 = Phone(814)276-9611 FO Number I:c .,.,! • Initials 7 �;a Fax(814)276-3307 B'Lll•L>,O"hNAG3xtSSa'ti' 9. 9+'tVt•;9, Quote Number Date: cipf-/0,j Builder/Purchaser: ,Se(V,-ce- V►1b!'ilitC1 /Clui j; I4,/ ICI evil- W D n — Dam roll-up rAbo GI drvitYj .1.104 IhtPt' e(5 With the ii'Iierrat{cr1r. poI,Ai Ryli 0. B i chi 'l Li- }-3- Cfr4frored) l (1i9 clete betOc r) hebtie" t Ka Fte,r te-3 Heider C mullion Corner MqIGsn —�„� C----3 ANCader�_7 Y Wet*i7rf' A 6c muikr\ - r ;r 4 - .),,, ,.., , cA7... b , m . furtrn;-c o, G '' 0 ‘ a, ''' x 40 4a n r r.• C I L GC � 1 ........_...4 7: : J, -,Iv i , A PIfx„ Vitw of Anc IQ Polk) L f- r_ , 'f•legl rJ Li d1.4-"m'n r • C UT iite It,4 'Anil �._.. I0�-ON Ir1" Coniltc1pui' /inci.> u/(Ji.eL:'Itw.� St:nr1 bad b!n 1ty 49 t(Er Val he;,r; ?, w,tt) 3scrtt+) eott61 locut,11 Revised August 5,2002 ,70.19 114 Rosemont Lane CALCULA: . JNS Sheet 7 Of ''•� Imler PA 16655 '' Phone(814)276-9611 FO Number 1`fgkh Init18 S�flr.4' CORI.7L'd Fax(814)276-3307 tflargilEIrri/a, ;��51.,-;! 4 Quote Number Date: 6//6/;; Builder/Purchaser: S ervict, U,i J,r1cd / CWu e, ► k, T icgII Kt. I frry� 2f-3 — /}j>(1 Typ1Gol Li. v1, rcr S ic1ina> 0-1 Omrrbre,d ) J C russ S U.Etcr✓1 6- C rvii S t)LE%aY) F (,I'-i') Clear betmtnhedef p 1Z441.tr irty,i5C16 < 2 6C a �x3scl6 �1 _ I 6 X20 C16 QyvIrn (.-No , r_ M 5o 0� _ M1 ... ..+ rc CC G-! Sx35G1F, r fr � 'tDibn a '11r 6C i6 L. I c j RY)5c16 4 1 0_V,1 t1 {'( .(0w:5 ' A� AO t.3.1 f dP'11elm V,t vJ/ q e J1 , (. > 6 Anil( Cq; 4"j,y down �C°t Pity t en4 C - Aay)? 3.2 , r•f�1`� rio n - " , F:tb. i; MP', 00 )SCVtn..5 t ' oe„;�o.r e ,,,n 5 9l1M 114 Rosemont Lane CALCULA DNS Sheet ` Of (,• Imler, PA 16655 „ tIOr • .mm Phone(814)276-9611 FO Number +4' '. 1'(P. Initials - J- r Fax(814)276-3307 / „ i �'1+t101°14��' - „� n � '�' �n� l Quote Number Date: O /f 7 /077 Builder/Purchaser: S • Pmd;n— PurhA Clip 1t- Mks Shce 6.Itpsf 1,75p511-1)x ("(51) -111.11)- %J x 1,= — GoZ•L Ic7,, Gr t6�y V3 C MCA 1 ::u i u/:r1,Cjr.v•: 9,i17!' VA! mill 01 9"4/5 co:15, tiy t ,01;. q rilf'r1I Ft7 hQ. tot 1,u/ •f'it,'5 :J(1-1.1351:0 1—V t-")-31j?c lc!. -L... 7-y510- L1 9 1,1)0 Ct-f). Scte,v ; Rnvi<ar1 Aunusl 5 2002 ihadi 114 Rosemont Lane CALCULA )NS Sheet 1 Of Imler,PA 16655 +3 K Phone(814)276-9611 FO Number 11-ro Initials ' :� '�a�+� _ __� � Fax(814)276-3307 B; 1-6' i. E. ••, . it '�. IA Quote Number Date: Builder/Purchaser: SerViie Vrtl{ffirtcc r ii.„Et build SerIc e . CI\A eens him,/ ; NY ss :0,3 Li- sLci, O'ec'A.11.1 : TF = /,ou >>I , 1101`14�Wr; ! use SAC CIi; p ' rq - I,6 r CI,ir—r,`) (,o,5a-#.ti) Its 3 SMS = 1.53(0 ): d,s'F--J ipt, I 0 t c /48_5 F,/- 2 ,`1- 7 5,.,, 719 (y,l c):. 0,71 Svs = ZA osz = 0.35 >1/35OC= c ` �. 1> 5eI`.,rniC Peir 'jt Chi - Sol= �3 o;'l 1,i6 > Svc - C // 8q5;` SeiSmr( f`dret Kes„Strnr ` FbcrfiS `� n LD'ryitvrAn'9 i Liylr{. Frttf>,c WAII3 P;(h 7brh! torti:1 g-L) --ar,-LS 1 _Left e1Nl ' 0 # F' rfR = Z , .C2.p- 2.57.. f DG PP- ft1,tt1l;�,•r . ,41k'l4iC L CitC1Y1 Sr,,3rni,, I=fi>tf, 1 pi i ( I:0 h`l!' j / Lcr,i 14, Lith rl;t<! r,,,, ., • i"f 0I— �' p, (16 t 1,30,ti=) = 1,65 -) vse 1.1(psf —, ad(d C.G.1 r,6;.( j'o<r = 2,'pf Wall 01 v V,°f6 -r 7,N/,14 = 1.`r3 — ui( I,S p;f 0twr Of- .•1v Lc 4- Ai(3'p),(7t t`,1 r<</ ofp,.y 0.7cPrf-� v>t I,5 " j•.17. 1 woe ; 701 x i;,7/'k -t- g.5'5 LY,`I:31`/Y t (e., ' i z.I;1 Z i`1.3 c W= zdxlox2,S" + 5:5x-CoA3x1.5 1- Z1'1%3 -I-- zoy.foxOfxQ,zo --,-- _;',5-le' , W i .ui.G:.4tl. ......rtl ft.if.. . . . ...(1.,am \. c5 7 �Os O 0.171C ' y•I6 . ...sm.,/ `, �7 . _ � Revised August 5,2002 114 Rosemont Lane CALC U LA JNS Sheet 10 Of Imler, PA 16655 L1,p Phone(814)276-9611 FO Number I /, ' Initials - �e 9- iF� , ± + lut;.'; zL"irF11 Fax(814)276-3307 Quote Number Date: Builder/Purchaser: Se( Vi( () 1,(411, GlutO Lab-Cral V= CfW U,o2-5 0,szs) = F (� -L) FM 7. 11, (V 21,C4G" � 176,5 61rn�, M09( pain/ ShCq{ ZZGS - 10 1/� < Lf.) /ft -rui �'✓i%1 (l 1rr Mai cco{,i(7l5 LC14001(0/ = 3, 6�t 5� 7 I33- - 4-7 001 W To— V = it7, 6D) K (o, 010 " 1 190fit= 1 Imo /. iic,o = 2)175fl • P%n d 110,i - .� �r `. _ 22,g/1/1 < J 2,Vfit (cr -13s Wind (Nit of Revised August 5.2002 LAYOUT SKETCHES T -E FE= I -E 1 I E- U - BUILDING 01, F13-15581 DOOR LAYOUT f 1t II I-. II II II It II II II I BUILDING *2,F0-15582 DOOR LAYOUT I It Ii If fl It it I! /I I OI tI I 1, y - BUILDING *3, FO-15583 DOOR LAYOUT t II 1I II If 1f it If tI I II II I 11 I I 1 1 Al I tI t BUILDING N4, FO-15584 DOOR LAYOUT - 1 I1 II II II II II it II II If t - - I - BUILDING *5, FO-15585 DOOR LAYOUT C I t I I r 1 - ____ BUILDING N1,F0-15581 • COLUMN LAYOUT G F B B B B B B B B B B B C D . . . r r I I I I BUILDING 12.F0-15582 COLUMN LAYOUT I r __ __ __ _ _ _ I I .• G F B B B B B A A A A E F F G I I I F ` f 1' • BUILDING •3,F0-15583 COLUMN LAYOUT I I G F B B B B B A A A A E F F G I I ' f ' BUILDING *4,F0-15584 COLUMN LAYOUT G F B B B B B B B B B B B C D r •1 I I I F I ' • ' BUILDING V5,F0-15585 , COLUMN LAYOUT G F E A A A A A A A A A A C D 'rig. 1 ` 114 Rosemont Lane CALCULA1 .JNS Sheet I Of Imier, PA 16655 �. . ,-1 FO Number ��c. � Initials ti Phone(814)276-9611 PI /,; ._ " Fax(814)276-3307 fat•,K1'e NEN . "q,-,, -_ WZa i i f-1 Quote Number Date: 6/ZID5 Builder/Purchaser: Ser vice VA I;m;�rc1 / C Ni e YuiIdirit:.5 , l. Gross— SeC(,rm A 8 gx35c13 ex3scr3 FI r_-- 4-73b( , µocc - Ixic(r6 =,/ ;-, Cif C—I C-7 i ] [-- ,. r. 411506 `tVI �6X3"OG�ry ILx3ociti Nat lh; Bo;,i.•i ;' moth, C P I I ,. ,i_t of YTfsiii-, e i 1 I .i.' �,_ L , _• ' LJ _ L _ G c.. L..) u L �� [ 4 x:'kcr 5 7 107.411Cr18 16 1 ioi:'/::' Ir.y, 'i(I 101S0filA I6x3cuy y-1 5[I(,- 16430ul -(i rt,, Chu !> ifXtsWU [-] C toss .e C. t 1 ails 'wade mmi114 Rosemont Lane CALCULAI ..DNS Sheet z- Of Imler, PA 16655 t r t:<='ii _ L U(;Phone (814)276-9611 FO Number I I �j- frZ Initials E Fax(814)276-3307 t el 4 , t t Quote Number Date: el, j.,:. Builder/Purchaser: Service Und,nod / I,4te Builcil5 Cras5 - seJio0 K en/55 - 5etl,in F gx35Cti sxCSc — {3 - ---8" 5� ___ C 41.-ocic Y'x25cI6 n r- n C . WOO 11,Z5(16 1DI6 gr,\74(1b G . 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The rw (Ivn is i&e Soint/;rh'dliPr1, Cra55 —SecL'iM5 , C046 ; owile..I e",.,..r 5 •)nm ROOF DESIGN 6/22/2005 RoofDes.out Page 1 * *14888 Roof Design Input 5/31/05 2:15pm * * * < PROGRAM OPERATION > * * * (1)JOBID: '14888' * (2) PROGRAM OPTIONS: * Run Run Run * Purlin Panel Brace lyi Ty! rYr * (3) DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi )---- Stress Ratio Lap Strength * Purlin Panel RCol W Col Purlin Panel Wind Frame Stiff Factor 55.0 80.0 50.0 55.0 1.00 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Purlin ----Extension Facia ---Panel--- Facia Wind * Live Wind Total Live Wind Total Girt Live Wind Panel Frame 150.0 150.0 0.0 150.0 150.0 0.0 0.0 120.0 120.0 0.0 60.0 * EPORTS: * input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace rIr tyt '2' ly1 rYr rYr * (7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW Open_Wall * Type Use Offset Use Offset L_EW FSW R_EW B_SW 'FF-' 'N ' 14.000 'N ' 14.000 'N' 'N' 'N' 'N' * * < BUILDING LAYOUT > * * * (8)BUILDING SHAPE: * No. X_Coord Y_Coord * Surf (ft) (ft) 4 0.0000 8.5000 10.0000 8.9167 20.0000 8.5000 20.0000 0.0000 * (9)WALL BAY SPACING: * Wall Sets_Of Bay No. * Id Bays Width Bays 1 1 5.0000 4 2 2 5.0000 1 10.0000 13 6/22/2005 RoofDes.out Page 2 3 1 5.0000 4 4 2 10.0000 13 5.0000 1 5 2 5.0000 1 10.0000 13 * (10) FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 0 3 0 4 0 * (11)PARTIAL WALLS: * Wall Set_Of --Bay_Id-- Wall Base Full * Id Bays Start End Height Type Load Use 1 1 1 4 7.0167 '- "N"-' '-' 2 1 1 14 7.0167 '- "N"-' '-' 3 1 1 4 7.0167 '- "N"-' '-' 4 1 12 13 7.0167 '- "N"-' '-' * (12)SURFACE EXTENSION/FRAME RECESS: * Surf ---Surf_Ext--- Frame_Recess ----Rafter_Size * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 ' 8X35C16' ' 8X35C16' 3 0.0000 0.0000 0.3333 0.3333 ' 8X35C16' ' 8X35C16' *- - * < FRAMING DESIGN > * * * (13) PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 'CF' 'Y' 'N' 6.000 0.0000 0.0000 0.0000 3 'CF' 'Y' 'N' 6.000 0.0000 0.0000 0.0000 * (14) PURLIN SPACING: * Surf Peak Max Set Set_Of -Set_Space- * Id Space Space Space Space Space No. 2 0.0010 3.3362 3.3362 2 3.3352 1 3.3362 2 3 3.3362 3.3362 3.3362 0 * (15)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin_Size 2 'N' 0 3 'N' 0 * (16) PANELS & EAVE STRUT: * Panel Standing Eave_Type ---Gutter--- Girt_Depth Insulation * Size Seam F_SW B_SW F_SW B_SW F_SW B_SW Use Thick 'R-26 ' 'N' 'EO' 'EO' 'N' 'N' 8.000 8.000 'Y' 3.000 * ('")WIND FRAMING SELECTION: 6/22/2005 RoofDes.out Page 3 * Order_Of_Selection * Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column Bending 'y' 'N ' 'N' 'N' 'N' 'y' 'N ' 'N' 'N' 'N' 5 'Y' 'Y: ' *(18)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_Selected_Roof_Bays * Shear Type EW No. Bay_Id 71.8 'C' 'L' 0 0 * (19)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach_Location 1 3 0.0000 10.0000 20.0000 3 3 0.0000 10.0000 20.0000 * (20)SIDEWALL DIAGONAL BRACING: * Wall Max_Pan Brace User_Selected_SW_Bays * Id Shear Type No. Bay_Id 2 71.8 'C' 0 4 71.8 'C' 0 * (21)WIND BENTS: *Wall Member Column Rafter No. * Id Type Depth Size Depth Size Bays Bay_Id 2 'R' 0.00 ' ' 0.00 ' 0 4 'R' 0.00 ' ' 0.00 ' ' 0 * (22)WIND COLUMNS: * Wall Member Column No. Left/ * Td Type Depth Size Col Bay_Id Right 'R' 0.00 ' ' 0 4 'R' 0.00 ' ' 0 * (23)WALL BRACING ATTACHMENT *Wall No. Attach --Bay_Id-- No. * Id Attach Id Start End Level Level_Height 2 1 1 1 14 1 8.5000 4 2 2 1 13 1 8.5000 3 14 14 2 4.2500 8.5000 * (24) INTERIOR BRACING *No Attach Brace User_Selected_Int_Bays *Brace Offset Type No. Bay_Id 0 * (25)INTERIOR BRACING ATTACHMENT * No. Attach --Bay_Id-- No. * Attach Offset Start End Level Level_Height 0 * (26)EAVE EXTENSIONS SIZE: * *Wall No. Ext --Bay_Id-- ---Extension Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 * (27)EAVE EXTENSIONS PURLINS: * 6/22/2005 RoofDes.out Page 4 *Ext Purlin OS_Flg IS_Flg Set Set_Lap MaxUnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * 1 CANOPY SIZE: * *Wall No. Ext --Bay_Id-- ---Extension Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 * (29)CANOPY PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (30)CANOPY PANELS: * *Ext Panel Standing *Id Size Seam * (31) FACIA/PARAPET LAYOUT: * *Wall No. Ext --Bay_Id-- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 * (32)FACIA/PARAPET SIZE: * *Ex* ----Extension_Size Facia Arm Back Facia *] Height Width Slope Elev Height Slope Slope Slope Project * (33)FACIA/PARAPET PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (34)FACIA/PARAPET PANELS: * *Ext ---Roof_Panel-- ----Soffit_Panel--- -Front_Panel-- ----Back_Panel *Id Size SSeam Size Rot Space Size SSeam Size Rot Space * (35)EXTENSION BRACING: * *Ext Max_Pan Brace User_Selected_Bays *Id Shear Type No. Bay_Id * (36)BASE ELEVATION: * Sidewalls * Front Back 0.00 0.00 * * < DESIGN LOADS > * * * (37)BASIC LOADS: * Dead Collat Live Snow Basic Wind_Ld_Rat Frict ----Edge_Strip---- --Seis_Coef-- % * Load Load Load Load Wind Defl Factor Coef Width Purlin Panel Frame Brace Snow 8 1.0 20.0 64.0 12.3 1.00 1.00 0.00 3.000 1.18 1.69 0.0495 0.1387 0.20 6/22/2005 RoofDes.out Page 5 * (38)WIND PRESSURE/SUCTION: (psf ) * * Wind Wind Wind * Press Suct Suct_Roof 4.7 -13.3 . . Purlins 0.0 -20.6 . . Gable Extension 5.9 -14.6 . . Panels 7.3 -1.4 -6.3 . . Long Bracing, Building 9.9 -3.1 . . Long Bracing, Wall Edge Zone 22.2 -13.6 9.9 . . Long Bracing, Facia/Parapet * (39)EXTENSION BASIC LOADS: * Purlin_Wind Panel_Wind *Ext Dead Collat Live Attach_Beam Facia_Beam Attach_Beam Facia_Beam *Id Load Load Load Press Suct Press Suct Press Suct Press Suct * (40)PURLIN DESIGN LOADS: * _ * Surf No. Load Live/ Wind Wind Aux_Load * Id Load Id Dead Collat Snow Press Suct Id Coef 2 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 3 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 * (41)PURLIN DESIGN LOADS: Deflection * * Surf No. Load Live/ Wind Wind Aux_Load * Id Load Id Dead Collat Snow Press Suct Id Coef 2 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 1.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 1.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 * (42)BRACING DESIGN LOADS: * * Surf No. Load Live/ Wind Wind Aux_Load * Id Load Id Dead Collat Snow EW Roof Seis Id Coef 2 4 1 1.00 1.00 0.75 0.75 0.75 0.00 0 0.00 2 1.00 1.00 0.15 0.00 0.00 1.05 0 0.00 3 0.60 0.00 0.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 3 4 1 1.00 1.00 0.75 0.75 0.75 0.00 0 0.00 2 1.00 1.00 0.15 0.00 0.00 1.05 0 0.00 3 0.60 0.00 0.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 * (43)EXTENSION DESIGN LOADS: * * No. Load Live/ Wind Wind Aux_Load * Load Id Dead Collat Snow Press Suct Id Coef 0 * (44)EXTENSION DESIGN LOADS: Deflection * * No. Load Live/ Wind Wind Aux_Load * Load Id Dead Collat Snow Press Suct Id Coef 0 * (1fAUXILIARY LOADS: 6/22/2005 RoofDes.out Page 6 * No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 0 * ( ,ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft) * No. Add Surf Basic Load Fy Dx . . Conc * Add Id Id Load Type W1 W2 Dxl Dx2 . . Dist 0 * (47) PURLIN LAPS: *Surf Data Set_1 Set_2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 3 '-' 0 * (48)PURLIN LAPS: Extensions * *Ext Data Set 1 Set_2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan * (49)PURLIN STRAPS: * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '0' 0 * (50) PURLIN STRAPS: Extensions * *Ext Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan * Code file used was ROOFIBC.00 14A88 Roof Design Code 6/14/05 2:43pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 3.00) 6/22/2005 RoofDes.out Page 7 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total I Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 1 0 0.8 0.8 1 2 6X20C16 4.31 3.34 1 0 9.9 9.9 2 3 6X20C16 9.29 3.34 1 0 21.4 21.4 3 4 6X20C16 9.29 3.34 1 0 21.4 21.4 4 5 6X20C16 9.29 3.34 1 0 21.4 21.4 5 6 6X20C16 9.29 3.34 1 0 21.4 21.4 6 7 6X20C16 9.29 3.34 1 0 21.4 21.4 7 8 6X20C16 9.29 3.34 1 0 21.4 21.4 8 9 6X20C16 9.29 3.34 1 0 21.4 21.4 9 10 6X20C16 9.29 3.34 1 0 21.4 21.4 10 11 6X20C16 9.29 3.34 1 0 21.4 21.4 11 12 6X20C16 9.29 3.34 1 0 21.4 21.4 12 13 6X20C16 9.29 3.34 1 0 21.4 21.4 13 14 6X20C16 9.29 3.34 1 0 21.4 21.4 14 15 6X20C16 9.31 3.34 1 0 21.4 21.4 16 6X20C16 0.33 3.34 1 0 0.8 0.8 Total(lb)= 289.3 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) .,ran Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.40 4.65 0.01 16 0.07 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 6/22/2005 RoofDes.out Page 8 5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 15 RS -1.04 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 0.39 -0.39 0.01 -0.42 2.17 0.00 3 0.84 -0.84 0.00 -1.95 4.65 0.00 4 0.84 -0.84 0.00 -1.95 4.65 0.00 5 0.84 -0.84 0.00 -1.95 4.65 0.00 6 0.84 -0.84 0.00 -1.95 4.65 0.00 7 0.84 -0.84 0.00 -1.95 4.65 0.00 8 0.84 -0.84 0.00 -1.95 4.65 0.00 9 0.84 -0.84 0.00 -1.95 4.65 0.00 10 0.84 -0.84 0.00 -1.95 4.65 0.00 11 0.84 -0.84 0.00 -1.95 4.65 0.00 12 0.84 -0.84 0.00 -1.95 4.65 0.00 13 0.84 -0.84 0.00 -1.95 4.65 0.00 14 0.84 -0.84 0.00 -1.95 4.65 0.00 15 0.84 -0.84 0.00 -1.96 4.65 0.01 16 0.06 0.00 0.01 0.00 0.33 0.00 6/22/2005 RoofDes.out Page 9 STRENGTH/DEFLECTION: n Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) 1 Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.39 3.86 0.10 MS -0.42 3.28 0.13 LS 0.00 -0.01 3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 15 RS -0.84 3.86 0.22 MS -1.96 3.28 0.60 LS 0.00 -0.29 16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 / 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 -0.11 0.10 0.00 0.11 2.17 0.00 3 -0.23 0.23 0.00 0.53 4.65 0.00 4 -0.23 0.23 0.00 0.53 4.65 0.00 5 -0.23 0.23 0.00 0.53 4.65 0.00 6 -0.23 0.23 0.00 0.53 4.65 0.00 ' -0.23 0.23 0.00 0.53 4.65 0.00 6/22/2005 RoofDes.out Page 10 8 -0.23 0.23 0.00 0.53 4.65 0.00 9 -0.23 0.23 0.00 0.53 4.65 0.00 10 -0.23 0.23 0.00 0.53 4.65 0.00 -0.23 0.23 0.00 0.53 4.65 0.00 z -0.23 0.23 0.00 0.53 4.65 0.00 13 -0.23 0.23 0.00 0.53 4.65 0.00 14 -0.23 0.23 0.00 0.53 4.65 0.00 15 -0.23 0.23 0.00 0.53 4.65 0.00 16 -0.02 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 3.86 0.00 RS 0.00 3.28 0.00 LS 0.00 0.00 2 LS -0.11 3.86 0.03 MS 0.11 3.28 0.03 LS 0.00 0.00 3 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 4 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 5 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 6 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 7 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 8 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 9 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 10 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 11 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 12 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 13 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 14 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 15 RS 0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 16 LS -0.02 3.86 0.00 LS 0.00 3.28 0.00 LS 0.00 -0.01 UNRRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 0.60 2 4.3 0.0 4.3 4.3 4.3 4.3 1.00 0.70 3 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 4 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 5 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 6 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 7 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 8 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 9 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 10 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 11 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 12 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 13 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 14 9.3 0.0 9.3 9.3 9.3 9.3 1.00 0.70 15 9.3 9.3 9.3 9.3 9.3 0.0 1.00 0.70 16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60 DEFLECTION: LOAD COMBINATION # 1 : DL+CL+LL Span DEFLECTION(in) -A Calc Allow Ratio 6/22/2005 RoofDes.out Page 11 1 0.00 2 -0.02 0.35 0.05 -0.36 0.74 0.48 -0.36 0.74 0.48 5 -0.36 0.74 0.48 6 -0.36 0.74 0.48 7 -0.36 0.74 0.48 8 -0.36 0.74 0.48 9 -0.36 0.74 0.48 10 -0.36 0.74 0.48 11 -0.36 0.74 0.48 12 -0.36 0.74 0.48 13 -0.36 0.74 0.48 14 -0.36 0.74 0.48 15 -0.36 0.75 0.48 16 0.04 LOAD COMBINATION # 2 : DL+CL+LL+WP Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 -0.02 0.35 0.05 3 -0.38 0.74 0.51 4 -0.38 0.74 0.51 5 -0.38 0.74 0.51 6 -0.38 0.74 0.51 7 -0.38 0.74 0.51 8 -0.38 0.74 0.51 9 -0.38 0.74 0.51 �0 -0.38 0.74 0.51 -0.38 0.74 0.51 -0.38 0.74 0.51 13 -0.38 0.74 0.51 14 -0.38 0.74 0.51 15 -0.38 0.75 0.52 16 0.04 LOAD COMBINATION # 3 : 0.6DL+WS Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 0.35 0.01 3 0.08 0.74 0.11 4 0.08 0.74 0.11 5 0.08 0.74 0.11 6 0.08 0.74 0.11 7 0.08 0.74 0.11 8 0.08 0.74 0.11 9 0.08 0.74 0.11 10 0.08 0.74 0.11 11 0.08 0.74 0.11 12 0.08 0.74 0.11 13 0.08 0.74 0.11 14 0.08 0.74 0.11 15 0.08 0.75 0.11 16 -0.01 6/22/2005 RoofDes.out Page 12 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 2 0 0.8 1.5 1 2 6X20C16 4.31 3.34 2 0 9.9 19.8 2 3 6X20C16 9.29 3.34 2 0 21.4 42.7 3 4 6X20C16 9.29 3.34 2 0 21.4 42.7 4 5 6X20C16 9.29 3.34 2 0 21.4 42.7 5 6 6X20C16 9.29 3.34 2 0 21.4 42.7 6 7 6X20C16 9.29 3.34 2 0 21.4 42.7 7 8 6X20C16 9.29 3.34 2 0 21.4 42.7 8 9 6X20C16 9.29 3.34 2 0 21.4 42.7 9 10 6X20C16 9.29 3.34 2 0 21.4 42.7 10 11 6X20C16 9.29 3.34 2 0 21.4 42.7 11 12 6X20C16 9.29 3.34 2 0 21.4 42.7 12 13 6X20C16 9.29 3.34 2 0 21.4 42.7 13 14 6X20C16 9.29 3.34 2 0 21.4 42.7 14 15 6X20C16 9.31 3.34 2 0 21.4 42.8 16 6X20C16 0.33 3.34 2 0 0.8 1.5 Total(lb)= 578.6 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.41 4.65 0.01 ' ; 0.07 0.00 0.01 0.00 0.33 0.00 6/22/2005 RoofDes.out Page 13 STRENGTH/DEFLECTION: Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36 16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 0 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 0.42 -0.40 0.01 -0.44 2.20 0.00 3 0.84 -0.84 0.00 -1.95 4.65 0.00 4 0.84 -0.84 0.00 -1.95 4.65 0.00 5 0.84 -0.84 0.00 -1.95 4.65 0.00 5 0.84 -0.84 0.00 -1.95 4.65 0.00 6/22/2005 RoofDes.out Page 14 7 0.84 -0.84 0.00 -1.95 4.65 0.00 8 0.84 -0.84 0.00 -1.95 4.65 0.00 9 0.84 -0.84 0.00 -1.95 4.65 0.00 0.84 -0.84 0.00 -1.95 4.65 0.00 0.84 -0.84 0.00 -1.95 4. 65 0.00 12 0.84 -0.84 0.00 -1.95 4.65 0.00 13 0.84 -0.84 0.00 -1.95 4.65 0.00 14 0.84 -0.84 0.00 -1.95 4.65 0.00 15 0.85 -0.87 0.00 -1.98 4.59 0.01 16 0.06 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.42 3.86 0.11 MS -0.44 3.28 0.13 LS 0.00 -0.01 3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 15 RS -0.87 3.86 0.23 MS -1.98 3.28 0.60 LS 0.00 -0.30 16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03 [ ACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 9.3 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: 40 OD Ct a C +-1 I o O O O o o o o 00000000 -H 0 .0 a I o o CD CD 00 o 000000000 r-i -H CO I o 0 0 0 0 0 0 0 0 0 0 O O o 0 0 0 K4 C I -'i 4-I O O (- C- N r- r- C- C- C- C- 1- N N C- rl 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4) I N r-1 . . . . . -C a I '-i a O O o 0000000000000 0) (tl I 4-I U I -ri 14 I a) d 1 Q -- I O 111 U 1 111 N U1 U 1 U 1 1n U 1 to U 1 LU U11 VD 01 U I o 0 0 0 0 0 O O O O O O O O O 0 U I O N VD VD VD VD VD UD VD VD VD VD VD VD v' M S-I I'D 10 0 0 0 0 0 0 0 0 0 0 0 O O O O I C ,-) I oNnr v' v v' a' c v' v' v' c' v' a' v' 0 U) I o00000000000000o 0 "0 o00000000000000 44 ro I + 1) -ri VD (- C- C- C- N C- I- C- C- C- (- C- C- C- -- a U I O U N • iJ U) 0 0 I co U) co co co (4) CU co co Ul co U) U) U) U) co r-1 a C o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 73 I o r-1 v' v' v' v' v' v' v' c sr •r c v' UD o E ,-1 I a a a a a a a a a a a a a a a a A Ci+ F4 a) -H E I O ,-1 Q' C' V' Q' Q' V' V' c' c v' Q' R' C O (a C O 1 15 0 E 10 0 0 0 CD 0 0 0 0 CD C7 CD 0 0 0 0 I U CD 01 01 C1 Cl 01 01 O> Cl Ol 01 01 Cl Cl CD CDO -H -0 a) C E I I .'7 0 0 ri ri .--1 r-1 ,-i ri ri ri .--1 '-1 ri ri N O b 4) •0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 'J 0 -.i 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to; I CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD CD F(; a CC • b 1 i) r r-1 ,--1 r1 r-1 ri ri r•1 ri ri .-.-1 .-i r.-1 .-1 r4 O 4- a i 3 m W o 00000000000000 a) a O (1) (a I X 0 N N (`) 01 00 CO 01 01 01 01 U) 01 U) 01 01 N (1' 0 1x a .a I I .-i • I 44 ri 01 01 N N N N N N N N N N N N N 01 4-) I O O O O O O O O O O O O O O O o C O .--1 C' v' c' c' v' c' a' a' v' v' c v' VD O CZ O a' a> 01 01 C C O> a> a> 61 Cl 01 01 O 44 a I o 0 0 0 0 O O o 0 0 0 0 0 0 0 o a) 0 0 ri a' a v' v' v' c v' c' v' v' v' c' a' O a) a I ri . . . . . . . • . . . . 1-] U) I o 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 O ro CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 i E U o 01 01 01 01 01 M 01 M 01 01 C) 01 01 01 1 C4 O v' 0) C 6) O1 Cr) C1 Cl Ol C C1 (31 01 al I U 1) I ri O 01 01 a> 01 01 61 01 rn 01 01 01 01 ,-1 o I 0 CO U) Ul U) U) U) U) U) co C) U) Ul U) U) U) U) .0 a 1 o ri ri r-i ri ri ri ri v-1 ri ri ri ri ,-1 N 0 I 1-7 D: E E E E E E E E E E E E E E 1-1 >T U I N 01 01 01 01 01 01 01 01 01 01 01 01 01 01 01 -r1 U) I O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO CY. I U O 01 1n 11-) U 1 LU U 1 Un Un U 1 LU LU U11 to to o C E O v Ol al Ol C1 Cl 01 Ol Cl Ol Ol al C1 CA D o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -v1 E 4) I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a I O 01 U) 01 01 01 01 01 01 U) 01 01 01 U) U) 0 a I 3 VD VD VD VD VD \D VD VD VD VD \D lD VD VD VD VD a .X -H a I -- 0 CA CO OD m W W CO CO 00 00 CD W CO 00 CO 00 .-) O v' O1 0, Cl C1 01 Cl 01 01 0, 01 al CA rn (4 I ri . . Ca .. ...a' a) 4) I Z 34 01 O U) 01 U) Cl 01 01 01 01 U) 01 01 01 01 .0 44 a 1 0 (6 .--1 O Cl Ol 01 Cl 01 Ol O1 01 Ol 01 Cl Cl .-I r-1 U) • U) a) ro I F-1 a) U O .-i r-1 r1 ri ,-4 r-I ri ri ri ri .--I .4 ri N O 14 O O C1 Ol Cl Cl Cl Cl 01 C1 al 01 01 01 Cl .1 a I E-. .0 ri • I U co b O C7 C 0 0 0 C C 0 0 C 0 0 0 0 0 U) G] U I I I I I I I I I I 1 I I I X 4-1 I O O O1 Cl dl C 01 a> 01 Cl Q1 O1 dl 01 al r-I w C1 1.-1 I 00 01 U) 01 01 01 C') 01 00 U) 01 01 01 01 01 44 a I O ri .-I ri ri ri ri .-1 ri ri ,--I ri ry ri ri CD W (-) Z O 1 a) a I O 0 U) U) U) U) U) U) U) U) CO U) U) U) Ul U) U) CO U) -r. I o v' O 0) 01 C a> dl Cr) Ch 01 Cl CA Cl O 1-7 U) I O O o 0 0 0 0 0 O 0 0 0 0 0 0 0 \ ..1 C 4 1-4 1-1 .-a .1 1-1 1-a .-a 1-1 .1 ,-7 .1 .1 1-1 Cx a .-( (0 I i I I 1 1 1 I 1 1 I 1 I 1 1 1 I X E I E. W O C I Z C I FC C I C (a 71 i N 01 C' U 1 VD Cs CA C1 O r-1 N 01 V' In VD W (a 71 I ri N no C' LU \D l- T 0 .-i N no v' 1n 1D Cx a 7) I r•1 N 01 v' LU VD C- m Cl 0 ri N 01 C' L( (-4 a 1-i r1 ri .--1 ri .-1 r-I .-i C 4 a I-( I -I .-i .--1 .--1 v-1 ri U) a 1-1 I r-I ri ri ri ri . N Cr, E. V) I Z Cn I N CU 4 6/22/2005 RoofDes.out Page 16 16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60 f ECTION: LOAD COMBINATION # 1 : DL+CL+LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 -0.02 0.35 0.05 3 -0.36 0.74 0.48 4 -0.36 0.74 0.48 5 -0.36 0.74 0.48 6 -0.36 0.74 0.48 7 -0.36 0.74 0.48 8 -0.36 0.74 0.48 9 -0.36 0.74 0.48 10 -0.36 0.74 0.48 11 -0.36 0.74 0.48 12 -0.36 0.74 0.48 13 -0.36 0.74 0.48 14 -0.36 0.74 0.48 15 -0.36 0.75 0.48 16 0.04 LOAD COMBINATION # 2 : DL+CL+LL+WP Span DEFLECTION(in) Id Calc Allow Ratio 0.00 2 -0.02 0.35 0.05 3 -0.38 0.74 0.51 4 -0.38 0.74 0.51 5 -0.38 0.74 0.51 6 -0.38 0.74 0.51 7 -0.38 0.74 0.51 8 -0.38 0.74 0.51 9 -0.38 0.74 0.51 10 -0.38 0.74 0.51 11 -0.38 0.74 0.51 12 -0.38 0.74 0.51 13 -0.38 0.74 0.51 14 -0.38 0.74 0.51 15 -0.39 0.75 0.52 16 0.04 LOAD COMBINATION # 3 : 0.6DL+WS Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 0.35 0.01 3 0.07 0.74 0.09 4 0.07 0.74 0.09 5 0.07 0.74 0.09 6 0.07 0.74 0.09 7 0.07 0.74 0.09 6/22/2005 RoofDes.out Page 17 8 0.07 0.74 0.09 9 0.07 0.74 0.09 10 0.07 0.74 0.09 0.07 0.74 0.09 _ 0.07 0.74 0.09 13 0.07 0.74 0.09 14 0.07 0.74 0.09 15 0.07 0.75 0.09 16 -0.01 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 1 0 0.8 0.8 1 2 6X20C16 4.31 3.34 1 0 9.9 9.9 2 3 6X20C16 9.29 3.34 1 0 21.4 21.4 3 4 6X20C16 9.29 3.34 1 0 21.4 21.4 4 5 6X20C16 9.29 3.34 1 0 21.4 21.4 5 6 6X20C16 9.29 3.34 1 0 21.4 21.4 6 7 6X20C16 9.29 3.34 1 0 21.4 21.4 8 6X20C16 9.29 3.34 1 0 21.4 21.4 (. 9 6X20C16 9.29 3.34 1 0 21.4 21.4 9 10 6X20C16 9.29 3.34 1 0 21.4 21.4 10 11 6X20C16 9.29 3.34 1 0 21.4 21.4 11 12 6X20C16 9.29 3.34 1 0 21.4 21.4 12 13 6X20C16 9.29 3.34 1 0 21.4 21.4 13 14 6X20C16 9.29 3.34 1 0 21.4 21.4 14 15 6X20C16 9.31 3.34 1 0 21.4 21.4 16 6X20C16 0.33 3.34 1 0 0.8 0.8 Total(lb)= 289.3 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6/22/2005 RoofDes.out Page 18 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 1.03 -1.03 0.00 -2.40 4.65 0.00 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.41 4.65 0.01 16 0.07 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36 16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04 Ut._.tACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP Pr"..IN ANALYSIS: 6/22/2005 RoofDes.out Page 19 Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right ' Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 0.42 -0.40 0.01 -0.44 2.20 0.00 3 0.84 -0.84 0.00 -1.95 4.65 0.00 4 0.B4 -0.84 0.00 -1.95 4.65 0.00 5 0.84 -0.84 0.00 -1.95 4.65 0.00 6 0.84 -0.84 0.00 -1.95 4.65 0.00 7 0.84 -0.84 0.00 -1.95 4.65 0.00 8 0.84 -0.84 0.00 -1.95 4.65 0.00 9 0.84 -0.84 0.00 -1.95 4.65 0.00 10 0.84 -0.84 0.00 -1.95 4.65 0.00 11 0.84 -0.84 0.00 -1.95 4.65 0.00 12 0.84 -0.84 0.00 -1.95 4.65 0.00 13 0.84 -0.84 0.00 -1.95 4.65 0.00 14 0.84 -0.84 0.00 -1.95 4.65 0.00 15 0.85 -0.87 0.00 -1.98 4.59 0.01 16 0.06 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.42 3.86 0.11 MS -0.44 3.28 0.13 LS 0.00 -0.01 3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 .s LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 15 RS -0.87 3.86 0.23 MS -1.98 3.28 0.60 LS 0.00 -0.30 16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 ' a 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 6/22/2005 RoofDes.out Page 20 15 9.3 9.3 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 L J COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.01 0.00 0.00 0.00 0.00 2 -0.10 0.10 0.00 0.11 2.25 0.00 3 -0.19 0.19 0.00 0.44 4.65 0.00 4 -0.19 0.19 0.00 0.44 4.65 0.00 5 -0.19 0.19 0.00 0.44 4.65 0.00 6 -0.19 0.19 0.00 0.44 4.65 0.00 7 -0.19 0.19 0.00 0.44 4.65 0.00 8 -0.19 0.19 0.00 0.44 4.65 0.00 9 -0.19 0.19 0.00 0.44 4.65 0.00 10 -0.19 0.19 0.00 0.44 4.65 0.00 11 -0.19 0.19 0.00 0.44 4.65 0.00 12 -0.19 0.19 0.00 0.44 4.65 0.00 13 -0.19 0.19 0.00 0.44 4.65 0.00 14 -0.19 0.19 0.00 0.44 4.65 0.00 15 -0.19 0.21 0.00 0.46 4.46 0.00 16 -0.01 0.00 0.00 0.00 0.33 0.00 STRENGTH/DEFLECTION: „An Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.01 3.86 0.00 RS 0.00 3.28 0.00 LS 0.00 0.00 2 LS -0.10 3.86 0.03 MS 0.11 3.28 0.03 LS 0.00 0.00 3 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 4 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 5 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 6 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 7 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 8 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 9 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 10 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 11 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 12 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 13 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 14 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 15 RS 0.21 3.86 0.05 MS 0.46 2.30 0.20 LS 0.00 0.07 16 LS -0.01 3.86 0.00 LS 0.00 3.28 0.00 LS 0.00 -0.01 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 0.60 2 4.3 0.0 4.3 4.3 4.3 4.3 1.00 0.70 3 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 4 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 6/22/2005 RoofDes.out Page 21 5 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 6 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 7 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 10 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 11 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 12 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 13 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 14 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 15 9.3 9.3 9.3 9.3 9.3 0.0 1.00 0.70 16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60 DEFLECTION: LOAD COMBINATION # 1 : DL+CL+LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 -0.02 0.35 0.05 3 -0.36 0.74 0.48 4 -0.36 0.74 0.48 5 -0.36 0.74 0.48 6 -0.36 0.74 0.48 7 -0.36 0.74 0.48 8 -0.36 0.74 0.48 9 -0.36 0.74 0.48 10 -0.36 0.74 0.48 11 -0.36 0.74 0.48 -0.36 0.74 0.48 -I -0.36 0.74 0.48 14 -0.36 0.74 0.48 15 -0.36 0.75 0.48 16 0.04 LOAD COMBINATION # 2 : DL+CL+LL+WP Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 -0.02 0.35 0.05 3 -0.38 0.74 0.51 4 -0.38 0.74 0.51 5 -0.38 0.74 0.51 6 -0.38 0.74 0.51 7 -0.38 0.74 0.51 8 -0.38 0.74 0.51 9 -0.38 0.74 0.51 10 -0.38 0.74 0.51 11 -0.38 0.74 0.51 12 -0.38 0.74 0.51 13 -0.38 0.74 0.51 14 -0.38 0.74 0.51 15 -0.39 0.75 0.52 16 0.04 Lr'n COMBINATION # 3 : 0.6DL+WS 6/22/2005 RoofDes.out Page 22 Span DEFLECTION(in) Id Calc Allow Ratio 0.00 2 0.00 0.35 0.01 3 0.07 0.74 0.09 4 0.07 0.74 0.09 5 0.07 0.74 0.09 6 0.07 0.74 0.09 7 0.07 0.74 0.09 8 0.07 0.74 0.09 9 0.07 0.74 0.09 10 0.07 0.74 0.09 11 0.07 0.74 0.09 12 0.07 0.74 0.09 13 0.07 0.74 0.09 14 0.07 0.74 0.09 15 0.07 0.75 0.09 16 -0.01 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 3.00) F IN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 1 0 0.8 0.8 1 2 6X20C16 4.31 3.34 1 0 9.9 9.9 2 3 6X20C16 9.29 3.34 1 0 21.4 21.4 3 4 6X20C16 9.29 3.34 1 0 21.4 21.4 4 5 6X20C16 9.29 3.34 1 0 21.4 21.4 5 6 6X20C16 9.29 3.34 1 0 21.4 21.4 6 7 6X20C16 9.29 3.34 1 0 21.4 21.4 7 8 6X20C16 9.29 3.34 1 0 21.4 21.4 8 9 6X20C16 9.29 3.34 1 0 21.4 21.4 9 10 6X20C16 9.29 3.34 1 0 21.4 21.4 10 11 6X20C16 9.29 3.34 1 0 21.4 21.4 11 12 6X20C16 9.29 3.34 1 0 21.4 21.4 12 13 6X20C16 9.29 3.34 1 0 21.4 21.4 13 14 6X20C16 9.29 3.34 1 0 21.4 21.4 14 15 6X20C16 9.31 3.34 1 0 21.4 21.4 16 6X20C16 0.33 3.34 1 0 0.8 0.8 Total(lb)= 289.3 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL 6/22/2005 RoofDes.out Page 23 PURLIN ANALYSIS: Shear(k ) Moment(f-k ) ,n Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4. 65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.41 4.65 0.01 16 0.07 0.00 0.01 0.00 0.33 0.00 STRENGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 o LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36 16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 '? 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 6/22/2005 RoofDes.out Page 24 13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP PURLIN ANALYSIS: Shear(k ) Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 -0.06 0.00 0.00 0.00 0.01 2 0.39 -0.39 0.01 -0.42 2.17 0.00 3 0.84 -0.84 0.00 -1.95 4.65 0.00 4 0.84 -0.84 0.00 -1.95 4.65 0.00 5 0.84 -0.84 0.00 -1.95 4.65 0.00 6 0.84 -0.84 0.00 -1.95 4.65 0.00 7 0.54 -0.84 0.00 -1.95 4.65 0.00 8 0.84 -0.84 0.00 -1.95 4.65 0.00 9 0.84 -0.84 0.00 -1.95 4.65 0.00 10 0.84 -0.84 0.00 -1.95 4.65 0.00 11 0.84 -0.84 0.00 -1.95 4.65 0.00 12 0.84 -0.84 0.00 -1.95 4.65 0.00 13 0.84 -0.84 0.00 -1.95 4.65 0.00 14 0.84 -0.84 0.00 -1.95 4.65 0.00 15 0.84 -0.84 0.00 -1.96 4.65 0.01 16 0.06 0.00 0.01 0.00 0.33 0.00 S._.-NGTH/DEFLECTION: Span Shear(k ) Moment(f-k )---- Mom+Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.06 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.39 3.86 0.10 MS -0.42 3.28 0.13 LS 0.00 -0.01 3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 15 RS -0.84 3.86 0.22 MS -1.96 3.28 0.60 LS 0.00 -0.29 16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 Cn ro r na I U) .-3 Cn C 0 N ., ter-. 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Cn n N CO J J J J J J J J J J J J J J CO F'- r1 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 a 0 0 (D N 0 0 O O F-, b m C10 N CO 6/22/2005 RoofDes.out Page 27 8 -0.38 0.74 0.51 9 -0.38 0.74 0.51 10 -0.38 0.74 0.51 -0.38 0.74 0.51 -0.38 0.74 0.51 13 -0.38 0.74 0.51 14 -0.38 0.74 0.51 15 -0.38 0.75 0.52 16 0.04 LOAD COMBINATION # 3 : 0.6DL+WS Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 0.35 0.01 3 0.08 0.74 0.11 4 0.08 0.74 0.11 5 0.08 0.74 0.11 6 0.08 0.74 0.11 7 0.08 0.74 0.11 8 0.08 0.74 0.11 9 0.08 0.74 0.11 10 0.08 0.74 0.11 11 0.08 0.74 0.11 12 0.08 0.74 0.11 13 0.08 0.74 0.11 14 0.08 0.74 0.11 15 0.08 0.75 0.11 16 -0.01 7 8 Roof Panel Report 6/14/05 2:43pm PANEL DATA: Part Type Gage Yield R-26 R 26.00 80.00 MOMENTS & DEFLECTIONS: Moment(ft-lb/ft) Surf Purlin Load Support Midspan ---Deflect(in)--- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio 2 3.336 D+L 73.1 144.9 0.50 -58.5 128.0 0.46 -0.08 0.334 0.25 D+WP 8.6 144.9 0.06 -6.9 128.0 0.05 -0.01 0.334 0.02 D+WS -25.5 128.0 0.20 20.4 144.9 0.14 0.03 0.334 0.10 3 3.336 D+L 91.4 144.9 0.63 -51.2 128.0 0.40 -0.07 0.334 0.20 D+WP 10.7 144.9 0.07 -6.0 128.0 0.05 -0.01 0.334 0.02 D+WS -31.8 128.0 0.25 17.8 144.9 0.12 0.03 0.334 0.08 14888 Roof Diagonal Bracing Report 6/14/05 2:43pm 6/22/2005 RoofDes.out Page 28 PANEL SHEAR: low = 71.8 11c Wind = 1.4 Seismic = 12.9 14888 Sidewall Diagonal Bracing Report 6/14/05 2:43pm PANEL SHEAR: Wall Wind Seismic Id Calc Calc Allow 2 718.0 718.0 71.8 4 3.8 31.8 71.8 19888 Eave Strut Report 6/14/05 2:43pm Wall Bay Eave Bay Axial Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio 2 1 8X35E16 5.00 0.19 0.07 7.06 0.03 2 2 8X35E16 10.00 0.16 -1.43 28.55 0.05 9 3 8X35E16 10.00 0.13 -1.31 28.55 0.05 4 8X35E16 10.00 0.10 -1.19 28.55 0.04 5 8X35E16 10.00 0.06 -1.07 28.55 0.04 2 6 8X35E16 10.00 0.03 -0.96 28.55 0.03 2 7 8X35E16 10.00 0.00 -0.84 28.55 0.03 2 8 8X35E16 10.00 0.00 -0.91 28.55 0.03 2 9 8X35E16 10.00 0.03 -1.03 28.55 0.04 2 10 8X35E16 10.00 0.06 -1.15 28.55 0.04 2 11 8X35E16 10.00 0.10 -1.27 28.55 0.04 2 12 8X35E16 10.00 0.13 -1.38 28.55 0.05 2 13 8X35E16 10.00 0.16 0.02 7.06 0.02 2 14 8X35E16 10.00 0.19 0.14 7.06 0.03 4 14 8X35E16 5.00 0.19 0.07 7.06 0.03 4 13 8X35E16 10.00 0.16 -1.43 28.55 0.05 4 12 8X35E16 10.00 0.13 -1.31 28.55 0.05 4 11 8X35E16 10.00 0.10 -1.19 28.55 0.04 4 10 8X35E16 10.00 0.06 -1.07 28.55 0.04 4 9 8X35E16 10.00 0.03 -0.96 28.55 0.03 4 8 8X35E16 10.00 0.00 -0.84 28.55 0.03 4 7 8X35E16 10.00 0.00 -0.91 28.55 0.03 4 6 8X35E16 10.00 0.03 -1.03 28.55 0.04 4 5 8X35E16 10.00 0.06 -1.15 28.55 0.04 4 4 8X35E16 10.00 0.10 -1.27 28.55 0.04 4 3 8X35E16 10.00 0.13 -1.38 28.55 0.05 4 2 8X35E16 10.00 0.16 0.02 7.06 0.02 4 1 8X35E16 10.00 0.19 0.14 7.06 0.03 6/22/2005 RoofDes.out Page 29 14888 Strut Bolt Report 6/14/05 2:43pm EAVE STRUTS: Wall Frm_Line ----Bolt_Selected ---Bolt Capacity--- Id Id Type No. Type Dia Wshr Calc Allow Ratio 2 1 EW 2 A325 0.500 0 1.55 3.99 0.39 2 2 RF 2 A325 0.500 0 1.55 3.99 0.39 2 3 RF 2 A325 0.500 0 1.43 3.99 0.36 2 4 RF 2 A325 0.500 0 1.31 3.99 0.33 2 5 RF 2 A325 0.500 0 1.19 3.99 0.30 2 6 RF 2 A325 0.500 0 1.07 3.99 0.27 2 7 RF 2 A325 0.500 0 0.96 3.99 0.24 2 8 RF 2 A325 0.500 0 0.91 3.99 0.23 2 9 RF 2 A325 0.500 0 1.03 3.99 0.26 2 10 RF 2 A325 0.500 0 1.15 3.99 0.29 2 11 RF 2 A325 0.500 0 1.27 3.99 0.32 2 12 RF 2 A325 0.500 0 1.38 3.99 0.35 2 13 RF 2 A325 0.500 0 1.50 3.99 0.38 2 14 RF 2 A325 0.500 0 1.62 3.99 0.41 2 15 EW 2 A325 0.500 0 1.62 3.99 0.41 4 1 EW 2 A325 0.500 0 1.55 3.99 0.39 4 2 RF 2 A325 0.500 0 1.55 3.99 0.39 4 3 RF 2 A325 0.500 0 1.43 3.99 0.36 4 4 RF 2 A325 0.500 0 1.31 3.99 0.33 4 5 RF 2 A325 0.500 0 1.19 3.99 0.30 4 6 RF 2 A325 0.500 0 1.07 3.99 0.27 4 7 RF 2 A325 0.500 0 0.96 3.99 0.24 8 RF 2 A325 0.500 0 0.91 3.99 0.23 _ 9 RF 2 A325 0.500 0 1.03 3.99 0.26 4 10 RF 2 A325 0.500 0 1.15 3.99 0.29 4 11 RF 2 A325 0.500 0 1.27 3.99 0.32 4 12 RF 2 A325 0.500 0 1.38 3.99 0.35 4 13 RF 2 A325 0.500 0 1.50 3.99 0.38 4 14 RF 2 A325 0.500 0 1.62 3.99 0.41 4 15 EW 2 A325 0.500 0 1.62 3.99 0.41 14888 Roof Design Weight Summary 6/14/05 2:43pm Roof Purlins = 1446.60 Eave Struts = 969.30 Total = 2415.90 14888 Roof Design Warning Report 6/14/05 2:43pm WARNING: Wall Bracing Panel Shear : Calc > Allowable 5 ce h qr� r�-I: BACK SIDEWALL DESIGN 6/22/2005 SwDes-B.out Page 1 * *14888 Sidewall Design Input 6/ 2/05 1:48pm * * (1)JOBID: '14888' * (2) PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'Y' 'Y' 1.00 * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUSOI' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: * Wind * ---Steel_Yield(ksi )-- Stress_Ratio Strength * C Sec W_Sec R_Sec Panel Girt Panel Factor 55.0 55.0 50.0 80.0 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 120. 0. 120. 0. 120. * (6)REPORTS: * Input Wall Door Wall * cho Girt Jamb Panel I' '2' 'Y' 'Y' * (7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF-' 'N ' 14.000 'N ' 14.000 * (8)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 4.000 10.0000 8.9167 6.000 20.0000 8.5000 6.000 20.0000 0.0000 4.000 * (9)SIDEWALL BAY SPACING: * Sets_Of Bay No. * Bays Width Bays 2 10.0000 13 5.0000 1 * (10) FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (11) PARTIAL WALLS: * ? -} Of Base Full --Bay_Id-- Wall 6/22/2005 SwDes-B.out Page 2 * Bays Type Load Start End Height 1 '- 'N' 12 13 7.0167 * 'GIRT DESIGN: * Girt OS_Flg IS_Flg Set Set Max Max_Unbr * Type Brace Brace Depth Lap Space Length 'CF' 'C' 'N' 4.000 0.0000 7.4167 6.2500 *(13)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (14)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 *(15)WALL PANELS/GUTTERS: * Wall Gutter Insulation * Panel Use Type Width Use Thick 'R-26 "-"N''N' 0.000 'N' 4.000 * (16) FACIA/PARAPET: * * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 * (17) FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle *7 Type Rotate Type Rotate Type Rotate Part Rotate Spacing * (18)BASIC LOADS: * Edge_Strip_Ratio * Basic Wind_Load_Ratio Zone Col/ * Wind Deflect Factor Width Girt Panel Jamb 12.3 1.00 1.00 3.000 1.07 1.23 1.06 * (19)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 10.8 -11.9 . . Girt/Header 13.3 -14.4 . . Panel 10.8 -11.8 . . Jamb 16.0 -16.0 . . Parapet Girt * (20)GIRT LAPS: * * Data Set_1 Set_2 Set 3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 * (21)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 6/22/2005 SwDes-B.out Page 3 14888 Sidewall Design Code 6/02/05 1:48pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUSO1 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Flush Girt Design Report 6/02/05 1:48pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 1 4.250 2 1 4.250 3 1 4.250 4 1 4.250 5 1 4.250 1 4.250 1 4.250 8 1 4.250 9 1 4.250 10 1 4.250 11 1 4.250 12 0 13 0 14 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 1 9.83 2 1 9.83 3 1 9.83 4 1 9.83 5 1 9.83 6 1 9.83 7 1 9.83 8 1 9.83 9 1 9.83 10 1 9.83 11 1 9.83 12 0 13 0 14 1 4.83 GIRT SIZE: R� � No. Girt Id 6/22/2005 SwDes-B.out Page 4 Id Girt 1 1 1 4X25C16 1 4X25C16 1 4X25C16 4 1 4X25C16 5 1 4X25C16 6 1 4X25C16 7 1 4X25C16 8 1 4X25C16 9 1 4X25C16 10 1 4X25C16 11 1 4X25C16 12 0 13 0 14 1 4X25C16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 5 6 7 8 9 10 11 12 13 14 --- --- --- --- --- --- --- --- --- --- --- --- --- --- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GIRT ACTIONS: Bay Girt Ld ----Shear(k )--- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.26 4.24 0.06 0.62 1.22 0.51 0.23 0.98 0.24 2 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS 0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 3 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 5 1 WP -0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 6 1 WP -0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 7 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 8 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 9 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 10 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 11 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 14 1 WP -0.11 4.24 0.03 -0.13 1.74 0.08 -0.01 0.48 0.03 WS 0.13 4.24 0.03 0.15 1.65 0.09 0.01 0.48 0.03 14888 Wall Panel Report 6/02/05 1:48pm PANEL DATA: Bay Part Type Gage Yield 1 R-26 R 26.00 80.0 6/22/2005 SwDes-B.out Page 5 MOMENTS & DEFLECTION: Moment(ft-lb/ft) �n Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 26.1 144.9 0.18 -18.4 128.0 0.14 -0.04 0.43 0.10 WS -34.7 128.0 0.27 24.5 144.9 0.17 0.06 0.43 0.13 2 3.58 WP 26.1 144.9 0.18 -10.3 128.0 0.08 -0.01 0.36 0.03 WS -34.7 128.0 0.27 13.7 144.9 0.09 0.02 0.36 0.04 14888 Weight Summary 6/02/05 1:48pm Girts = 227.13 Frame Openings = 0.00 227.13 14888 Sidewall Design Warning Report 6/02/05 1:48pm . . No Warnings END WALL DESIGN DESIGN OF FRAME TYPE A AND B) 6/22/2005 EW.out Page 1 * *14888 Endwall Design Input 5/31/05 2:40pm * ************************** * DESIGN OF FRAME TYPE A * ************************** * * (1)JOBID: '14888' * (2) PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'L' 'Y' 'Y' 'Y' 'Y' 4 1.00 * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUSOI' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg C_Sec W_Sec R_Sec USec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 * (5) DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * EPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace •y '2"Y' ty, ,y, * (7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 0.000 10.0000 8.9167 0.000 20.0000 8.5000 0.000 20.0000 0.0000 0.000 * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 20.0000 0.0000 1 10.0000 2 * (10) FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (" )WIDE OPENING LAYOUT: 6/22/2005 EW.out page 2 *----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 * ‘ ,WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 * (13) PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (14)COLUMNS: * --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max UnBr Base R* TypeRot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 3 ' 4X25C16' ' 4D16 ' '16X30C19' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'C ' 8.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt Max Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 2 0.000 3 0.000 2 3.336 1 3.336 2 0.000 2 3.336 1 3.336 3 6/22/2005 EW.out Page 3 *(23)PANELS/RF COLUMNS: * 'all Insulation RF_Interior_Columns * .anel Use Thick No. Locate 'R-29 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'Y' 'N' 'N' 'N' * (25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 44.9 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right '-' 0.00 0 *(28)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 *(29)EAVE EXTENSION: * *W�_1 No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(30)CANOPY: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 *(31)FACIA/PARAPET . * *Wall No. Ext Fac BayId ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext End• Id Ext Id Type St Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 * (32) FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (33)ADJACENT BUILDING: * *W-' '. No. Ext -Bay_Id-- -Edge_Extend- Ext 6/22/2005 EW.out Page 4 *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (, ,LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collet Live Press Suct Press Suct Press Suct * (35)BASIC LOADS: * Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.9 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.00 1.00 1.00 * (36)BASIC LOADS AT EAVE: * Seis_Coeff Seis_Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.05 0.14 0.00 0.00 * (37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 5.0 -5.0 . . Column 5.0 -5.0 . . Girt/Header 5.0 -5.0 . . Jamb 5.0 -5.0 . . Panel 5.0 -5.0 . . Parapet Girt * (38)WIND COEFFICIENTS: * Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.42 -0.60 0.00 0.00 2 -1.23 -0.70 -0.87 -0.34 -1.23 -0.70 -1.23 0.00 3 -0.70 -1.23 -0.34 -0.87 -0.70 -1.23 -1.23 0.00 4 0.00 0.00 0.00 0.00 -0.60 0.42 0.00 0.00 * (39)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 22 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 10 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 '2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 6/22/2005 EW.out Page 5 * (40)COLUMN & BRACING DESIGN LOADS: Deflection * *L ..i Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 * (41)RAFTER DESIGN LOADS: * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 Long Aux Load *Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef 20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 *(42)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind2 Long Aux Load *Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef 10 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 * (43)AUXILIARY LOADS: * No. Aux Aux No._Add Add_Load * Id Name Combs Id Coef 6/22/2005 EW.out Page 6 0 * ,ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY M X Y . .Conc * Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif 0 * (45)GIRT LAPS: * * Data Set 1 Set 2 Set 3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 * (46)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW_IBC.00 14888 Endwall Design Code 6/14/05 2:14pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Column & Rafter Design 6/14/05 2:14pm MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Co1-1 0.0 4X25C16 4.00 16ga 2.50 16ga 8.2 16.4 Col-2 10.0 4D16 4.00 16ga 5.00 16ga 8.6 34.4 Co1-3 20.0 16X30C19 16.00 0.046 3.00 0.046 8 .2 35.3 Raf-1 8X35C13 8.00 13ga 3.44 13ga 10.0 52.5 Raf-2 8X35C13 8.00 13ga 3.44 13ga 10.0 52.5 Total= 191.20 Dr-TGN ACTIONS/STRESSES: 6/22/2005 EW.out Page 7 -Axial (k ) - --Shear(k ) -- Moment(f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load Col-1 1 3.39 7.60 -0.07 4.30 0.56 1.70 Col-1 2 3.39 7.60 -0.07 4.30 0.56 1.70 Col-1 3 2.02 7.60 -0.04 4.30 0.33 1.70 Col-1 4 2.26 7.60 -0.05 4.30 0.37 1.70 Col-1 5 2.02 7.60 -0.04 4.30 0.33 1.70 Col-1 6 -0.68 19.43 0.01 4.30 -0.11 1.70 Col-1 7 -0.36 19.43 0.01 4.30 -0.06 1.70 Col-1 8 -0.68 19.43 0.01 4.30 -0.11 1.70 Col-1 9 0.67 7.60 -0.01 4.30 0.11 1.70 Col-1 10 0.67 7.60 -0.01 4.30 0.11 1.70 Col-1 11 0.08 7.60 0.00 4.30 0.01 1.70 Col-1 12 0.08 7.60 0.00 4.30 0.01 1.70 Col-1 13 0.14 7.60 0.00 4.30 0.02 1.70 Col-1 14 0.05 7.60 0.00 4.30 0.01 1.70 Col-1 15 3.20 7.60 -0.07 4.30 0.53 1.70 Col-1 16 -0.76 19.43 0.02 4.30 -0.13 1.70 Col-1 17 -0.43 19.43 0.01 4.30 -0.07 1.70 Col-1 18 -0.76 19.43 0.02 4.30 -0.13 1.70 Col-1 19 -0.43 19.43 0.01 4.30 -0.07 1.70 Col-1 20 -0.76 19.43 0.02 4.30 -0.13 1.70 Col-1 21 0.00 7.60 0.00 4.30 0.00 1.70 Co1-1 22 0.00 7.60 0.00 4.30 0.00 1.70 Col-2 1 6.78 19.64 -0.13 8.60 1.12 3.48 Col-2 2 6.78 19.64 -0.35 8.60 1.19 3.48 Col-2 3 4.29 19.64 -0.08 8.60 0.71 3.48 Col-2 4 4.29 19.64 -0.08 8.60 0.71 3.48 Col-2 5 4.04 19.64 -0.08 8.60 0.67 3.48 Col-2 6 -1.04 38.86 0.02 8.60 -0.17 3.48 Col-2 7 -1.04 38.86 0.02 8.60 -0.17 3.48 01-2 8 -1.36 38.86 0.03 8.60 -0.23 3.48 .;o1-2 9 1.34 19.64 -0.03 8.60 0.22 3.48 Col-2 10 1.34 19.64 -0.03 8.60 0.22 3.48 Col-2 11 0.16 19.64 0.00 8.60 0.02 3.48 Col-2 12 0.16 19.64 0.00 8.60 0.02 3.48 Co1-2 13 0.28 19.64 0.00 8.60 0.04 3.48 Col-2 14 0.10 19.64 0.00 8.60 0.02 3.48 Col-2 15 6.40 19.64 -0.12 8.60 1.07 3.48 Col-2 16 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 17 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 18 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 19 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 20 -1.51 38.86 0.03 8.60 -0.25 3.48 Col-2 21 0.00 38.86 0.00 8.60 0.00 3.48 Col-2 22 0.00 38.86 0.00 8.60 0.00 3.48 Col-3 1 3.41 5.56 0.14 0.52 -1.12 7.45 Col-3 2 3.41 5.56 0.14 0.52 -1.12 7.45 Col-3 3 2.28 5.56 0.09 0.52 -0.75 7.45 Col-3 4 2.04 5.56 0.08 0.52 -0.67 7.45 Col-3 5 2.04 5.56 0.08 0.52 -0.67 7.45 Col-3 6 -0.36 41.83 -0.01 0.52 0.12 7.45 Col-3 7 -0.68 41.83 -0.03 0.52 0.23 7.45 Co1-3 8 -0.68 41.83 -0.03 0.52 0.23 7.45 Col-3 9 0.69 5.56 0.03 0.52 -0.22 7.45 Col-3 10 0.69 5.56 0.03 0.52 -0.22 7.45 Col-3 11 0.10 5.56 0.00 0.52 -0.02 7.45 Col-3 12 0.09 5.56 0.00 0.52 -0.02 7.45 Col-3 13 0.16 5.56 0.00 0.52 -0.04 7.45 Col-3 14 0.05 5.56 0.00 0.52 -0.02 7.45 Col-3 15 3.20 5.56 0.13 0.52 -1.07 7.45 ^o1-3 16 -0.43 41.83 -0.02 0.52 0.14 7.45 6/22/2005 EW.out Page 8 Col-3 17 -0.76 41.83 -0.03 0.52 0.25 7.45 Co1-3 18 -0.43 41.83 -0.02 0.52 0.14 7.45 Col-3 19 -0.76 41.83 -0.03 0.52 0.25 7.45 '01-3 20 -0.76 41.83 -0.03 0.52 0.25 7.45 �01-3 21 0.00 5.56 0.00 0.52 0.00 7.45 Co1-3 22 0.00 5.56 0.00 0.52 0.00 7.45 Raf-1 1 0.14 24.08 3.37 8.74 -8.43 8.35 Raf-1 2 -0.01 47.29 0. 68 8.74 1.71 6.57 Raf-1 3 -0.02 47.29 -0.36 8.74 0.90 6.57 Raf-1 4 0.01 13.96 0.46 8.74 1.16 6.57 Raf-1 5 -0.01 47.29 -0.14 8.74 0.34 6.57 Raf-1 6 0.03 25.05 0.65 8.74 -1.63 8.35 Raf-1 7 0.08 24.08 0. 65 8.74 -1.63 8.35 Raf-1 8 0.02 24.08 0.07 8.74 -0.18 8.35 Raf-1 9 0.05 24.08 0.07 8.74 -0.18 8.35 Raf-1 10 -0.03 47.29 0.68 8.74 1.71 6.57 Raf-1 11 0.01 24.0E 0.12 8.74 -0.30 8.35 Raf-1 12 0.00 24.0B -0.05 8.74 -0.13 8.35 Raf-1 13 0.13 24.08 3.20 8.74 -8.00 8.35 Raf-1 14 0.00 47.29 0.76 8.74 1.89 6.57 Raf-1 15 -0.02 47.29 0.43 8.74 1.08 6.57 Raf-1 16 0.00 13.96 -0.54 8.74 1.34 6.57 Raf-1 17 -0.01 47.29 -0.21 8.74 0.52 6.57 Raf-1 18 -0.03 47.29 -0.76 8.74 1.89 6.57 Raf-1 19 0.03 22.38 0.00 8.74 0.00 8.35 Raf-1 20 0.05 13.96 0.00 8.74 0.00 6.57 Raf-2 1 0.14 24.08 3.37 8.74 -8.43 8.35 Raf-2 2 -0.02 47.29 -0.36 8.74 0.90 6.57 Raf-2 3 -0.01 47.29 -0.68 8.74 1.71 6.57 Raf-2 4 -0.01 47.29 0.14 8.74 0.34 6.57 Raf-2 5 0.01 13.96 -0.46 8.74 1.16 6.57 Raf-2 6 0.08 24.08 0.65 8.74 -1.63 8.35 Raf-2 7 0.03 24.08 0.65 8.74 -1. 63 8.35 of-2 8 0.05 24.08 0.07 8.74 -0.18 8.35 aaf-2 9 0.02 22.38 0.07 8.74 -0.18 8.35 Raf-2 10 -0.03 47.29 -0.68 8.74 1.71 6.57 Raf-2 11 0.01 24.08 0.12 8.74 -0.30 8.35 Raf-2 12 0.00 24.08 0.05 8.74 -0.13 8.35 Raf-2 13 0.13 24.08 3.20 8.74 -8.00 8.35 Raf-2 14 -0.02 47.29 0.43 8.74 1.08 6.57 Raf-2 15 0.00 47.29 0.76 8.74 1.89 6.57 Raf-2 16 -0.01 47.29 0.21 8.74 0.52 6.57 Raf-2 17 0.00 13.96 -0.54 8.74 1.34 6.57 Raf-2 18 -0.03 47.29 -0.76 8.74 1.89 6.57 Raf-2 19 0.04 13.96 0.00 8.74 0.00 6.57 Raf-2 20 0.03 24.08 0.00 8.74 0.00 8.35 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max_UC Col-1 1 0.45 0.02 0.33 0.82 0.82 Col-1 2 0.45 0.02 0.33 0.82 0.82 Col-1 3 0.27 0.01 0.20 0.48 0.48 Col-1 4 0.30 0.01 0.22 0.54 0.54 Col-1 5 0.27 0.01 0.20 0.47 0.47 Col-1 6 0.04 0.00 0.07 0.07 0.07 Col-1 7 0.02 0.00 0.04 0.04 0.04 Col-1 8 0.04 0.00 0.07 0.07 0.07 Col-1 9 0.09 0.00 0.06 0.15 0.15 Col-1 10 0.09 0.00 0.06 0.15 0.15 ^n1-1 11 0.01 0.00 0.01 0.02 0.02 6/22/2005 EW.out Page 9 Col-1 12 0.01 0.00 0.01 0.02 0.02 Col-1 13 0.02 0.00 0.01 0.03 0.03 Col-1 14 0.01 0.00 0.00 0.01 0.01 1-1 15 0.42 0.02 0.31 0.78 0.78 J1-1 16 0.04 0.00 0.07 0.07 0.07 Col-1 17 0.02 0.00 0.04 0.04 0.04 Col-1 18 0.04 0.00 0.07 0.07 0.07 Col-1 19 0.02 0.00 0.04 0.04 0.04 Co1-1 20 0.04 0.00 0.07 0.07 0.07 Col-1 21 0.00 0.00 0.00 0.00 0.00 Col-1 22 0.00 0.00 0.00 0.00 0.00 Col-2 1 0.35 0.02 0.32 0.72 0.72 Col-2 2 0.35 0.04 0.34 0.74 0.03 0.74 Co1-2 3 0.22 0.01 0.20 0.44 0.44 Col-2 4 0.22 0.01 0.20 0.44 0.44 Col-2 5 0.21 0.01 0.19 0.41 0.41 Col-2 6 0.03 0.00 0.05 0.05 0.05 Col-2 7 0.03 0.00 0.05 0.05 0.05 Col-2 8 0.04 0.00 0.07 0.07 0.07 Co1-2 9 0.07 0.00 0.06 0.13 0.13 Col-2 10 0.07 0.00 0.06 0.13 0.13 Col-2 11 0.01 0.00 0.01 0.01 0.01 Col-2 12 0.01 0.00 0.01 0.01 0.01 Col-2 13 0.01 0.00 0.01 0.02 0.02 Col-2 14 0.01 0.00 0.00 0.01 0.01 Col-2 15 0.33 0.01 0.31 0.68 0.68 Col-2 16 0.03 0.00 0.06 0.06 0.06 Col-2 17 0.03 0.00 0.06 0.06 0.06 Col-2 18 0.03 0.00 0.06 0.06 0.06 Col-2 19 0.03 0.00 0.06 0.06 0.06 Col-2 20 0.04 0.00 0.07 0.07 0.07 Co1-2 21 0.00 0.00 0.00 0.00 0.00 Col-2 22 0.00 0.00 0.00 0.00 0.00 r'0l-3 1 0.61 0.27 0.15 0.76 0.09 0.76 1-3 2 0.61 0.27 0.15 0.76 0.09 0.76 ....1-3 3 0.41 0.18 0.10 0.51 0.04 0.51 Col-3 4 0.37 0.16 0.09 0.45 0.03 0.45 Col-3 5 0.37 0.16 0.09 0.45 0.03 0.45 Col-3 6 0.01 0.03 0.02 0.02 0.03 Col-3 7 0.02 0.05 0.03 0.03 0.00 0.05 Col-3 8 0.02 0.05 0.03 0.03 0.00 0.05 Col-3 9 0.12 0.05 0.03 0.15 0.00 0.15 Co1-3 10 0.12 0.05 0.03 0.15 0.00 0.15 Col-3 11 0.02 0.01 0.00 0.02 0.02 Col-3 12 0.02 0.01 0.00 0.02 0.02 Co1-3 13 0.03 0.01 0.01 0.03 0.03 Col-3 14 0.01 0.00 0.00 0.01 0.01 Col-3 15 0.56 0.25 0.14 0.72 0.08 0.72 Col-3 16 0.01 0.03 0.02 0.02 0.03 Co1-3 17 0.02 0.06 0.03 0.03 0.00 0.06 Co1-3 18 0.01 0.03 0.02 0.02 0.03 Co1-3 19 0.02 0.06 0.03 0.03 0.00 0.06 Co1-3 20 0.02 0.06 0.03 0.03 0.00 0.06 Co1-3 21 0.00 0.00 0.00 0.00 0.00 Col-3 22 0.00 0.00 0.00 0.00 0.00 * Raf-1 1 0.01 0.39 1.01* 0.86 0.61 1.01* Raf-1 2 0.00 0.08 0.26 0.26 0.03 0.26 Raf-1 3 0.00 0.04 0.14 0.14 0.01 0.14 Raf-1 4 0.00 0.05 0.18 0.15 0.01 0.18 Raf-1 5 0.00 0.02 0.05 0.05 0.05 Raf-1 6 0.00 0.07 0.20 0.17 0.02 0.20 Raf-1 7 0.00 0.07 0.19 0.17 0.02 0.19 Raf-1 8 0.00 0.01 0.02 0.02 0.02 -'f-1 9 0.00 0.01 0.02 0.02 0.02 6/22/2005 EW.out Page 10 Raf-1 10 0.00 0.08 0.26 0.26 0.03 0.26 Raf-1 11 0.00 0.01 0.04 0.03 0.04 Raf-1 12 0.00 0.01 0.01 0.01 0.01 f-1 13 0.01 0.37 0.96 0.81 0.55 0.96 _.af-1 14 0.00 0.09 0.29 0.29 0.03 0.29 Raf-1 15 0.00 0.05 0. 16 0.16 0.01 0.16 Raf-1 16 0.00 0.06 0.20 0.17 0.02 0.20 Raf-1 17 0.00 0.02 0.08 0.08 0.08 Raf-1 18 0.00 0.09 0.29 0.29 0.03 0.29 Raf-1 19 0.00 0.00 0.00 0.00 0.00 Raf-1 20 0.00 0.00 0.00 0.00 0.00 * Raf-2 1 0.01 0.39 1.01* 0.86 0.61 1.01* Raf-2 2 0.00 0.04 0.14 0.14 0.01 0.14 Raf-2 3 0.00 0.08 0.26 0.26 0.03 0.26 Raf-2 4 0.00 0.02 0.05 0.05 0.05 Raf-2 5 0.00 0.05 0.18 0.15 0.01 0.18 Raf-2 6 0.00 0.07 0.19 0.17 0.02 0.19 Raf-2 7 0.00 0.07 0.20 0.17 0.02 0.20 Raf-2 8 0.00 0.01 0.02 0.02 0.02 Raf-2 9 0.00 0.01 0.02 0.02 0.02 Raf-2 10 0.00 0.08 0.26 0.26 0.03 0.26 Raf-2 11 0.00 0.01 0.04 0.03 0.04 Raf-2 12 0.00 0.01 0.01 0.01 0.01 Raf-2 13 0.01 0.37 0.96 0.96 0.55 0.96 Raf-2 14 0.00 0.05 0.16 0.16 0.01 0.16 Raf-2 15 0.00 0.09 0.29 0.29 0.03 0.29 Raf-2 16 0.00 0.02 0.08 0.08 0.08 Raf-2 17 0.00 0.06 0.20 0.17 0.02 0.20 Raf-2 18 0.00 0.09 0.29 0.29 0.03 0.29 Raf-2 19 0.00 0.00 0.00 0.00 0.00 Raf-2 20 0.00 0.00 0.00 0.00 0.00 Mv"3ER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection(in) Reaction(k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-1 1 0.00 0.07 3.39 0.00 Col-1 2 0.00 0.07 3.39 0.00 Co1-1 3 0.00 0.04 2.02 0.00 Col-1 4 0.00 0.05 2.26 0.00 Co1-1 5 0.00 0.04 2.02 0.00 Col-1 6 0.00 -0.01 -0.67 0.00 Col-1 7 0.00 -0.01 -0.35 0.00 Col-1 8 0.00 -0.01 -0.68 0.00 Col-1 9 0.00 0.01 0.67 0.00 Co1-1 10 0.00 0.01 0.67 0.00 Col-1 11 0.00 0.00 0.08 0.00 Co1-1 12 0.00 0.00 0.08 0.00 Col-1 13 0.00 0.00 0.14 0.00 Col-1 14 0.00 0.00 0.05 0.00 Col-1 15 0.00 0.07 3.20 0.00 Col-1 16 0.00 -0.02 -0.76 0.00 Col-1 17 0.00 -0.01 -0.43 0.00 Co1-1 18 0.00 -0.02 -0.76 0.00 Col-1 19 0.00 -0.01 -0.43 0.00 Col-1 20 0.00 -0.02 -0.76 0.00 Co1-1 21 0.00 0.00 0.00 0.00 Col-1 22 0.00 0.00 0.00 0.00 Co1-2 1 0.00 0.13 6.78 0.00 Col-2 2 0.07 0.35 6.78 0.00 Co1-2 3 0.00 0.08 4.29 0.00 Col-2 4 0.00 0.08 4.29 0.00 -1-2 5 0.00 0.08 4.04 0.00 6/22/2005 EW.out Page 11 Col-2 6 0.00 -0.02 -1.02 0.00 Col-2 7 0.00 -0.02 -1.02 0.00 Col-2 8 0.00 -0.03 -1.34 0.00 1-2 9 0.00 0.03 1.34 0.00 J1-2 10 0.00 0.03 1.34 0.00 Co1-2 11 0.00 0.00 0.16 0.00 Co1-2 12 0.00 0.00 0.16 0.00 Co1-2 13 0.00 0.00 0.28 0.00 Co1-2 14 0.00 0.00 0.10 0.00 Co1-2 15 0.00 0.12 6.40 0.00 Co1-2 16 0.00 -0.02 -1.19 0.00 Co1-2 17 0.00 -0.02 -1.19 0.00 Co1-2 18 0.00 -0.02 -1.19 0.00 Co1-2 19 0.00 -0.02 -1.19 0.00 Co1-2 20 0.00 -0.03 -1.51 0.00 Co1-2 21 0.00 0.00 0.00 0.00 Co1-2 22 0.00 0.00 0.00 0.00 Co1-3 1 0.00 -0.14 3.41 0.00 Co1-3 2 0.00 -0.14 3.41 0.00 Co1-3 3 0.00 -0.09 2.28 0.00 Co1-3 4 0.00 -0.08 2.04 0.00 Co1-3 5 0.00 -0.08 2.04 0.00 Co1-3 6 0.00 0.01 -0.34 0.00 Co1-3 7 0.00 0.03 -0.66 0.00 Co1-3 8 0.00 0.03 -0.66 0.00 Co1-3 9 0.00 -0.03 0.69 0.00 Co1-3 10 0.00 -0.03 0.69 0.00 Co1-3 11 0.00 0.00 0.10 0.00 Co1-3 12 0.00 0.00 0.09 0.00 Co1-3 13 0.00 0.00 0.16 0.00 Co1-3 14 0.00 0.00 0.05 0.00 Co1-3 15 0.00 -0.13 3.20 0.00 Co1-3 16 0.00 0.02 -0.43 0.00 col-3 17 0.00 0.03 -0.76 0.00 1-3 18 0.00 0.02 -0.43 0.00 .,.31-3 19 0.00 0.03 -0.76 0.00 Co1-3 20 0.00 0.03 -0.76 0.00 Co1-3 21 0.00 0.00 0.00 0.00 Co1-3 22 0.00 0.00 0.00 0.00 Raf-1 1 -0.36 Raf-1 2 0.07 Raf-1 3 0.04 Raf-1 4 0.05 Raf-1 5 0.01 Raf-1 6 -0.07 Raf-1 7 -0.07 Raf-1 8 -0.01 Raf-1 9 -0.01 Raf-1 10 0.07 Raf-1 11 -0.01 Raf-1 12 -0.01 Raf-1 13 -0.34 Raf-1 14 0.08 Raf-1 15 0.05 Raf-1 16 0.06 Raf-1 17 0.02 Raf-1 18 0.08 Raf-1 19 0.00 Raf-1 20 0.00 Raf-2 1 -0.36 Raf-2 2 0.04 Raf-2 3 0.07 Raf-2 4 0.01 "-f-2 5 0.05 6/22/2005 EW.out Page 12 Raf-2 6 -0.07 Raf-2 7 -0.07 Raf-2 8 -0.01 f-2 9 -0.01 if-2 10 0.07 Raf-2 11 -0.01 Raf-2 12 -0.01 Raf-2 13 -0.34 Raf-2 14 0.05 Raf-2 15 0.08 Raf-2 16 0.02 Raf-2 17 0.06 Raf-2 18 0.08 Raf-2 19 0.00 Raf-2 20 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col-1 23 0.00 0.82 Col-1 24 0.00 0.82 Col-1 25 0.00 0.82 Col-1 26 0.00 0.82 Col-1 27 0.00 0.82 Col-1 28 0.00 0.82 Col-1 29 0.00 0.82 Col-1 30 0.00 0.82 Col-1 31 0.00 0.82 Col-1 32 0.00 0.82 Col-1 33 0.00 0.82 Col-1 34 0.00 0.82 of-2 23 0.00 0.86 2o1-2 24 0.07 0.86 Col-2 25 0.07 0.86 Col-2 26 -0.07 0.86 Col-2 27 0.07 0.86 Col-2 28 0.07 0.86 Col-2 29 0.00 0.86 Col-2 30 0.00 0.86 Col-2 31 0.00 0.86 Col-2 32 0.00 0.86 Col-2 33 0.00 0.86 Col-2 34 0.00 0.86 Col-3 23 0.00 0.82 Col-3 24 0.00 0.82 Col-3 25 0.00 0.82 Col-3 26 0.00 0.82 Col-3 27 0.00 0.82 Col-3 28 0.00 0.82 Col-3 29 0.00 0.82 Col-3 30 0.00 0.82 Col-3 31 0.00 0.82 Col-3 32 0.00 0.82 Col-3 33 0.00 0.82 Col-3 34 0.00 0.82 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow 6/22/2005 EW.out Page 13 Raf-1 21 -0.36 0.67 Raf-1 22 0.07 0.67 Raf-1 23 0.04 0.67 of-1 24 0.05 0.67 _caf-1 25 0.01 0.67 Raf-1 26 -0.36 0.67 Raf-1 27 -0.36 0.67 Raf-1 28 -0.01 0.67 Raf-1 29 -0.01 0.67 Raf-1 30 0.07 0.67 Raf-2 21 -0.36 0.67 Raf-2 22 0.04 0.67 Raf-2 23 0.07 0.67 Raf-2 24 0.01 0.67 Raf-2 25 0.05 0.67 Raf-2 26 -0.36 0.67 Raf-2 27 -0.36 0.67 Raf-2 28 -0.01 0.67 Raf-2 29 -0.01 0.67 Raf-2 30 0.07 0.67 *Warning: Unity Check/Deflection Over Limit 14888 Rafter Splice Report 6/14/05 2:14pm Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 3 0.0 0.0 0.000 26 0.1 3.4 0.0 0 0.000 0.00 0.00 14888 Base Plate & Anchor Bolt Design 6/14/05 2:14pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts (A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 4.0 3.4 -0.8 0.1 2 0.750 3.00 Col-2 4.0 6.8 -1.5 0.3 2 0.750 0.00 Col-3 16.0 3.4 -0.8 0.1 2 0.750 3.00 14888 Flush Girt Design Report 6/14/05 2:14pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 1 4.250 2 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 9.333 6/22/2005 EW.out Page l4 2 1 9.292 GIRT SIZE: • No. Girt Id Girt 1 1 1 4X25C16 2 1 4X25C16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 0 0 GIRT ACTIONS: Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.10 4.30 0.02 -0.23 1.74 0.13 -0.08 0.93 0.08 WS -0.10 4.30 0.02 0.23 1.22 0.19 0.08 0.93 0.08 2 1 WP -0.10 4.30 0.02 -0.23 1.74 0.13 -0.08 0.93 0.08 WS 0.10 4.30 0.02 0.17 1.22 0.14 0.08 0.93 0.08 14888 Endwall Diagonal Bracing Summary 6/14/05 2:14pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 44.9 Calc = 26.7 BRACING NOT REQUIRED 14888 Wall Panel Report 6/14/05 2:14pm PANEL DATA: Bay Part Type Gage Yield 1 R-29 R 29.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 11.6 105.2 0.11 -6.2 72.1 0.09 -0.02 0.43 0.05 WS -11.6 72.1 0.16 6.2 105.2 0.06 0.02 0.43 0.05 2 4.36 WP 11.6 105.2 0.11 -6.8 72.1 0.09 -0.02 0.44 0.05 WS -11.6 72.1 0.16 6.8 105.2 0.06 0.02 0.44 0.05 6/22/2005 EW.out Page 15 14888 Endwall Design Warning Report 6/14/05 2:14pm WARNING: Column/Rafter Moment : Calc > Allowable dr/15 UStnG r t"' S 14888 Endwall Weight Summary 6/14/05 2:14pm FORCED SPACING: (Design warnings occured) Total Column Weight = 86.11 Total Rafter Weight = 105.09 Total Girt Weight = 37.44 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 26.40 Total Endwall Weight = 255.04 END WALL DESIGN DESIGN OF FRAME TYPE C AND C I 6/22/2005 EwDes-L.out Page 1 * *14888 Endwall Design Input 6/ 1/05 10:56am * ************************ * DESIGN OF FRAME TYPE * * C AND Cl * ************************ * * (1)JOBID: '14888' * (2) PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'Lr rYr rYr rYr rYr 4 1.00 * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg C_Sec W Sec R_Sec U_Sec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent . 180. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' rye 12r "Y' rYr rYr * (7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 4.000 10.0000 8.9167 6.000 20.0000 8.5000 6.000 20.0000 0.0000 4.000 * * FRAME LW=10, OFFSET=0 * * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 20.0000 0.0000 1 5.0000 4 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove 6/22/2005 EwDes-L.out Page 2 * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * 1 WIDE OPENING LAYOUT: *- Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 * (12)WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 * (13)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (14)COLUMNS: * --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max UnBr Base R* TypeRot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace ' 8.000 'Y' 'N' *(17)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt Max_Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space 6/22/2005 EwDes-L.out Page 3 * Id Ext Purlin Space Space Space No. 2 0.000 3 0.001 2 3.335 1 3.336 2 0.000 2 3.336 1 3.336 3 * (23) PANELS/RF COLUMNS: * Wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'R-29 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'Y' 'N' 'N' 'N' * (25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 44.9 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right '-' 0.00 0 * (28)WALL BRACING ATTACHMENT * Attach --Bay_Id-- No. *R Ach Id Start End Level Level_Height 0 * (29)EAVE EXTENSION: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (30)CANOPY: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 * (31)FACIA/PARAPET . * *Wall No. Ext Fac BayId ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 * (32)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back Panel--- Angle 6/22/2005 EwDes-L.out Page 4 *Id Type Rotate Type Rotate Part Rotate Spacing *(33)ADJACENT BUILDING: * *4, No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (35)BASIC LOADS: * Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.8 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.07 1.23 1.07 * (36)BASIC LOADS AT EAVE: * Seis_Coeff Seis_Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.05 0.15 0.00 0.00 * INTERNAL WALL PRESSURE * * (37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 5.0 -5.0 . . Column 5.0 -5.0 . . Girt/Header 5.0 -5.0 . . Jamb 5.0 -5.0 . . Panel 5.0 -5.0 . . Parapet Girt * (38)WIND COEFFICIENTS: * Surf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.42 -0.60 0.00 0.00 2 -1.23 -0.70 -0.87 -0.34 -1.23 -0.70 -1.23 0.00 3 -0.70 -1.23 -0.34 -0.87 -0.70 -1.23 -1.23 0.00 4 0.00 0.00 0.00 0.00 -0.60 0.42 0.00 0.00 * * COLUMN PRESSURE AND SUCTION IS APPLIED AS A LIVE LOAD * *(39)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 39 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 OS'0- Z 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T LT OS'0- I 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T 9T OS'0 Z 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'i 00'T ST OS'0 I 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'i 00'i 6T OS'0 S 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'T 00'T £T OS'0 6 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'T 00'i ZT OS'0 E 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'T 00'T TT 00'0 0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 09'0 OT 00'0 0 00'T- 00'0 00'0 00'0 00'0 00'0 00'0 00'0 09'0 6 00'0 0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 00'0 09'0 8 00'0 0 SO'T- 00'0 00'0 00'0 00'0 00'0 ST'0 00'T 00'T L 00'0 0 S0'T 00'0 00'0 00'0 00'0 00'0 ST'0 00'i 00'T 9 00'0 0 00'0 00'0 00'i 00'0 00'0 00'0 00'0 00'0 09'0 S 00'0 0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 09'0 6 00'0 0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 09'0 £ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'i 00'0 00'0 09'0 Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T I LZ 3ao0 PI s?eS pu?M 44b?21 43a7 346?2I 43a7 an?'I '3eIT00 PeaQ PI PeOI4 peoZ xnV 6uo7 Z pu?Maa43e21 I pu?Mza43eg /MouS peoZ •oN :SQKO'I NOI S30 2,L3K21(T 6) x 0 3aO0 PI s?eS 40nS ssead puTM 44b? mme'I 446TU i;a7 e i'I ITOO Pea() PI ONr !Duo,' xny puTMuWnIo3 buo'i pu?Maoe.zg pu?M zag3eg /Moult peoZ, uo?goai;ea :SQKO'I NDIS3Q ONIJK21H 5 NW0'I00(06) r OS'0- Z 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 6, 05'0- I 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 8£ OS'0 Z 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'0 00'0 L£ OS'0 I 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'0 00'0 9E OS'0 S 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'0 00'0 S£ 05'0 6 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'0 00'0 6£ 05'0 £ 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 05'0 00'0 00'0 ££ 00'0 0 50'1- 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 3£ 00'0 0 50'1 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 I£ 00'0 0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 00'0 OE 00'0 0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 6Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 8Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 LZ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 9Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 SZ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 6Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T £3 00'0 0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 09'0 ZZ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 09'0 'CZ OS'0- Z 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T 0Z OS'O- I 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'I 61 OS'0 Z 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'T 00'I 8I OS'0 I 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'T 00'T LT OS'0 S 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'T 00'T 9T OS'0 6 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'T 00'T SI 05'0 £ 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 05'0 00'T 00'T 6T 00'0 0 00'I- 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 09'0 E. 00'0 0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 09'0 Z. 00'0 0 SO'T- 00'0 00'0 00'0 00'0 00'0 00'0 00'0 ST'0 00'T 00'T TT 00'0 0 SO'T 00'0 00'0 00'0 00'0 00'0 00'0 00'0 ST'0 00'T 00'T 0T sand nd ;no-I-saQnng SOOZ/ZZ/9 * * * * * * +F * * * * * * * .F * * * O\ r i a ✓y Z a ›. 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() `•0 9 DO co CA 6/22/2005 EwDes-L.out Page 7 * * Data Set_1 Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan ' 0 * (46)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 14888 Endwall Design Code 6/ 2/05 1:46pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 7 '8 Column & Rafter Design 6/ 2/05 1:48pm MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.3 16X30C19 16.00 0.046 3.00 0.046 7.7 33.2 Col-2 5.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8 Col-3 10.0 4X25C16 4.00 16ga 2.50 16ga 8.1 16.2 Col-4 15.0 4X25C16 4.00 16ga 2.50 16ga 7 .9 15.8 Col-5 19.7 16X30C19 16.00 0.046 3.00 0.046 7.7 33.2 Raf-1 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9 Raf-2 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9 Total= 186.12 DESIGN ACTIONS/STRESSES: -Axial (k ) - --Shear(k ) -- Moment(f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load Col-1 1 1.40 5.56 0.06 0.52 -0.45 7.45 Col-1 2 1.40 5.56 0.06 0.52 -0.45 7.45 Col-1 3 0.84 5.56 0.04 0.52 -0.27 7.45 Col-1 4 0.84 5.56 0.04 0.52 -0.27 7.45 Col-1 5 0.94 5.56 0.04 0.52 -0.30 7.45 OL'T 00'0 OE'6 00'0 L9'L 00'0 TE Z-100 OL'T ST'O- 0E'6 Z0'0 £b'6T T6'0- OE Z-T03 OL'T 60'0- OE'6 T0'0 E6'6T ZS'0- 6Z Z-T03 OL'T 5T'0- OE'6 Z0'0 E6'6T T6'0- 8Z Z-100 OL'T 60'0- OE'6 10'0 E6'6I ZS'0- LZ Z-100 OL'T S1'0- OE'6 Z0'0 E6'6T T6'0- 9Z Z-To3 OL'T 69'0 0£'6 80'0- L9'L 98'E SZ Z-ToD OCT 10'0 OE'6 00'0 L9'L 90'0 6Z Z-Top OCT ZO'0 0E'6 00'0 L9'L ST'O EZ Z-T03 OL'T L0'0- OE'6 TO'0 E6'6T 66'0- ZZ Z-103 OL'T 61'0- OE'6 Z0'0 £6'6T 68'0- TZ Z-103 OL'T 89'0 0E'6 81'0- L9'L LO'b 0Z Z-103 OL'T CYO OE'6 91'0- L9'L ST'E 61 Z-To3 OL'T T6'0 OE'6 6T'0- L9'L 6T'Z 8T Z-T03 OL'T ZS'0 OE'b 91'0- L9'L 90'E LT Z-T03 OCT Tb'0 OE'6 iT'0- L9'L 6T'Z 91 Z-To3 OL'T £S'0 0£'6 91'0- L9'L ST'E ST Z-100 OL'T 89'0 OE'6 81'0- L9'L LO'b PT Z-T03 OL'T T0'0 0E'6 00'0 L9'L 60'0 ET Z-T03 OL'T T0'0 0£'b 00'0 L9'L 60'0 ZI Z-100 OL'T EI'0 OE'6 Z0'0- L9'L 8L'0 IT Z-103 OL'T £T'0 OE'6 ZO'0- L9'L 6L'0 Oi Z-100 OL'T L0'0- 0E'6 T0'0 E6'61 66'0- 6 Z-T03 OUT 6i'0- OE'6 ZO'0 £6'6i 68'0- 8 Z-100 OCT 61'0- OE'6 ZO'0 E6'6T 68'0- L Z-To3 OL'T S6'0 OE'6 ET'0- L9'L IL'Z 9 Z-100 OL'T S6'0 OE'6 Ei'0- L9'L TL'Z S Z-Too OL'T T6'0 OE'6 ZT'0- L9'L Z6'Z b Z-Top OCT 06'0 0E'6 ZT'0- L9'L Zb'Z £ Z-T03 OCT 89'0 OE'6 81'0- L9'L L0'b Z Z-To" OL'i 89'0 0E'6 81'0- L9'L L0'6 T Z-To. 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Sb'L 60'0 ZS'0 T0'0- E8'T6 8Z'0- 8 I-To3 S6'L 60'0 ZS'0 i0'0- E8'T6 8Z'0- L T-To3 S6'L 0E'0- ZS'0 60'0 9S'S 66'0 9 T-100 gaud ud wo•Z-saU' SOOZ/ZZ/9 6/22/2005 EwDes-L.out Page 9 Co1-2 32 0.00 19.43 0.00 4.30 0.00 1.70 Co1-2 33 3.86 7.67 -0.08 4.30 0. 64 1.70 Co1-2 34 2.94 7.67 -0.06 4.30 0.49 1.70 701-2 35 1.93 7.67 -0.04 4.30 0.32 1.70 .201-2 36 2.85 7. 67 -0.06 4.30 0.48 1.70 Co1-2 37 1.93 7.67 -0.04 4.30 0.32 1.70 Co1-2 38 2.94 7.67 -0.06 4.30 0.49 1.70 Co1-2 39 3.86 7.67 -0.08 4.30 0.64 1.70 Co1-3 1 2.62 7.62 -0.15 4.30 0.43 1.70 Co1-3 2 2.62 7.62 -0.15 4.30 0.48 1.70 Co1-3 3 1.66 7.62 -0.11 4.30 0.27 1.70 Co1-3 4 1.66 7.62 -0.11 4.30 0.32 1.70 Co1-3 5 1.66 7.62 -0.11 4.30 0.27 1.70 Co1-3 6 1.66 7.62 -0.11 4.30 0.32 1.70 Co1-3 7 -0.53 19.43 0.01 4.30 -0.09 1.70 Co1-3 8 -0.41 19.43 0.01 4.30 -0.07 1.70 Co1-3 9 -0.41 19.43 0.01 4.30 -0.07 1.70 Co1-3 10 0.51 7.62 -0.01 4.30 0.08 1.70 Co1-3 11 0.51 7.62 -0.01 4.30 0.08 1.70 Co1-3 12 0.06 7.62 0.00 4.30 0.01 1.70 Co1-3 13 0.06 7.62 0.00 4.30 0.01 1.70 Co1-3 14 2.00 7.62 -0.14 4.30 0.40 1.70 Co1-3 15 2.78 7.62 -0.16 4.30 0.50 1.70 Co1-3 16 2.00 7.62 -0.14 4.30 0.40 1.70 Co1-3 17 1.29 7.62 -0.13 4.30 0.31 1.70 Co1-3 18 1.29 7.62 -0.13 4.30 0.31 1.70 Co1-3 19 2.70 7.62 -0.16 4.30 0.49 1.70 Co1-3 20 2.70 7.62 -0.16 4.30 0.49 1.70 Co1-3 21 -0.41 19.43 0.01 4.30 -0.07 1.70 Co1-3 22 -0.41 19.43 0.01 4.30 -0.07 1.70 Co1-3 23 0.10 7.62 0.00 4.30 0.01 1.70 Co1-3 24 0.04 7.62 0.00 4.30 0.01 1.70 Co1-3 25 2.48 7.62 -0.05 4.30 0.41 1.70 Co1-3 26 -0.46 19.43 0.01 4.30 -0.08 1.70 'o1-3 27 -0.46 19.43 0.01 4.30 -0.08 1.70 o1-3 28 -0.46 19.43 0.01 4.30 -0.08 1.70 Co1-3 29 -0.46 19.43 0.01 4.30 -0.08 1.70 Co1-3 30 -0.58 19.43 0.01 4.30 -0.10 1.70 Co1-3 31 0.00 19.43 0.00 4.30 0.00 1.70 Co1-3 32 0.00 19.43 0.00 4.30 0.00 1.70 Co1-3 33 1.86 7.62 -0.04 4.30 0.31 1.70 Col-3 34 2.65 7.62 -0.05 4.30 0.44 1.70 Co1-3 35 1.86 7.62 -0.04 4.30 0.31 1.70 Co1-3 36 1.16 7.62 -0.02 4.30 0.19 1.70 Co1-3 37 1.16 7.62 -0.02 4.30 0. 19 1.70 Co1-3 38 2.56 7.62 -0.05 4.30 0.43 1.70 Co1-3 39 2.56 7.62 -0.05 4.30 0.43 1.70 Co1-4 1 4.07 7.67 -0.18 4.30 0. 68 1.70 Co1-4 2 4.07 7.67 -0.18 4.30 0.68 1.70 Co1-4 3 2.71 7.67 -0.13 4.30 0.45 1.70 Co1-4 4 2.71 7.67 -0.13 4.30 0.45 1.70 Co1-4 5 2.42 7.67 -0.12 4.30 0.40 1.70 Co1-4 6 2.42 7.67 -0.12 4.30 0.41 1.70 Co1-4 7 -0.84 19.43 0.02 4.30 -0.14 1.70 Co1-4 8 -0.44 19.43 0.01 4.30 -0.07 1.70 Co1-4 9 -0.84 19.43 0.02 4.30 -0.14 1.70 Co1-4 10 0.78 7.67 -0.02 4.30 0.13 1.70 Co1-4 11 0.79 7.67 -0.02 4.30 0.13 1.70 Co1-4 12 0.09 7.67 0.00 4.30 0.01 1.70 Co1-4 13 0.09 7.67 0.00 4.30 0.01 1.70 Co1-4 14 2.14 7.67 -0.14 4.30 0.41 1.70 Co1-4 15 3.14 7.67 -0.16 4.30 0.53 1.70 Co1-4 16 4.07 7.67 -0.18 4.30 0.68 1.70 Co1-4 17 2.14 7.67 -0.14 4.30 0.41 1.70 Co1-4 18 3.06 7.67 -0.16 4.30 0.52 1.70 6/22/2005 EwDes-L.out Page 10 Col-4 19 4.07 7.67 -0.18 4.30 0.68 1.70 Col-4 20 3.14 7.67 -0.16 4.30 0.53 1.70 Col-4 21 -0.44 19.43 0.01 4.30 -0.07 1.70 7o1-4 22 -0.84 19.43 0.02 4.30 -0.14 1.70 .,o1-4 23 0.15 7. 67 0.00 4.30 0.02 1.70 Col-4 24 0.06 7.67 0.00 4.30 0.01 1.70 Co1-4 25 3.86 7.67 -0.08 4.30 0.64 1.70 Col-4 26 -0.52 19.43 0.01 4.30 -0.09 1.70 Col-4 27 -0.91 19.43 0.02 4.30 -0.15 1.70 Col-4 28 -0.52 19.43 0.01 4.30 -0.09 1.70 Co1-4 29 -0.91 19.43 0.02 4.30 -0.15 1.70 Col-4 30 -0.91 19.43 0.02 4.30 -0.15 1.70 Co1-4 31 0.00 19.43 0.00 4.30 0.00 1.70 Col-4 32 0.00 7.67 0.00 4.30 0.00 1.70 Col-4 33 1.93 7.67 -0.04 4.30 0.32 1.70 Co1-4 34 2.94 7.67 -0.06 4.30 0.49 1.70 Co1-4 35 3.86 7.67 -0.08 4.30 0.64 1.70 Co1-4 36 1.93 7.67 -0.04 4.30 0.32 1.70 Col-4 37 2.85 7.67 -0.06 4.30 0.48 1.70 Col-4 38 3.86 7.67 -0.08 4.30 0.64 1.70 Co1-4 39 2.94 7.67 -0.06 4.30 0.49 1.70 Co1-5 1 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 2 1.40 5.56 0.06 0.52 -0.45 7.45 Col-5 3 0.94 5.56 0.04 0.52 -0.30 7.45 Co1-5 4 0.94 5.56 0.04 0.52 -0.30 7.45 Col-5 5 0.84 5.56 0.04 0.52 -0.27 7.45 Co1-5 6 0.84 5.56 0.04 0.52 -0.27 7.45 Col-5 7 -0.28 41.83 -0.01 0.52 0.09 7.45 Col-5 8 -0.15 41.83 -0.01 0.52 0.05 7.45 Co1-5 9 -0.28 41.83 -0.01 0.52 0.09 7.45 Col-5 10 0.29 5.56 0.01 0.52 -0.09 7.45 Col-5 11 0.29 5.56 0.01 0.52 -0.09 7.45 Co1-5 12 0.05 5.56 0.00 0.52 -0.01 7.45 Col-5 13 0.05 5.56 0.00 0.52 -0.01 7.45 'ol-5 14 0.75 5.56 0.03 0.52 -0.24 7.45 ,o1-5 15 0.64 5.56 0.03 0.52 -0.20 7.45 Col-5 16 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 17 0.75 5.56 0.03 0.52 -0.24 7.45 Col-5 18 1.51 5.56 0.06 0.52 -0.49 7.45 Co1-5 19 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 20 0.64 5.56 0.03 0.52 -0.20 7.45 Co1-5 21 -0.15 41.83 -0.01 0.52 0.05 7.45 Co1-5 22 -0.28 41.83 -0.01 0.52 0.09 7.45 Co1-5 23 0.08 5.56 0.00 0.52 -0.01 7.45 Co1-5 24 0.02 5.56 0.00 0.52 -0.01 7.45 Co1-5 25 1.30 5.56 0.06 0.52 -0.43 7.45 Col-5 26 -0.18 41.83 -0.01 0.52 0.06 7.45 Col-5 27 -0.31 41.83 -0.01 0.52 0.10 7.45 Col-5 28 -0.18 41.83 -0.01 0.52 0.06 7.45 Col-5 29 -0.31 41.83 -0.01 0.52 0.10 7.45 Col-5 30 -0.31 41.83 -0.01 0.52 0.10 7.45 Co1-5 31 0.00 5.56 0.00 0.52 0.00 7.45 Col-5 32 0.00 5.56 0.00 0.52 0.00 7.45 Col-5 33 0.65 5.56 0.03 0.52 -0.22 7.45 Col-5 34 0.54 5.56 0.02 0.52 -0.18 7.45 Col-5 35 1.30 5.56 0.06 0.52 -0.43 7.45 Col-5 36 0.65 5.56 0.03 0.52 -0.22 7.45 Col-5 37 1.41 5.56 0.06 0.52 -0.47 7.45 Col-5 38 1.30 5.56 0.06 0.52 -0.43 7.45 Col-5 39 0.54 5.56 0.02 0.52 -0.18 7.45 Raf-1 1 0.09 14.47 2.07 2.65 1.96 5.11 Raf-1 2 0.01 13.67 -0.43 2.65 -0.40 5.11 Raf-1 3 -0.03 32.18 -0.23 2.65 -0.21 5.11 Raf-1 4 0.02 13.67 -0.29 2.65 -0.28 5.11 6/22/2005 EwDes-L.out Page 11 Raf-1 5 -0.02 32.18 -0.09 2.65 -0.08 5.11 Raf-1 6 0.03 14 .47 0.39 2.65 0.37 5.11 Raf-1 7 0.06 14 .56 0.39 2.65 0.37 5.11 'af-1 8 0.02 14.31 0.04 2.65 0.04 5.11 .<af-1 9 0.05 14.39 0.04 2.65 0.04 5.11 Raf-1 10 -0.05 32.18 -0.43 2.65 -0.40 5.11 Raf-1 11 0.09 14.47 2.07 2.65 1 .96 5.11 Raf-1 12 0.08 14.49 1.98 2.65 1 .54 5.11 Raf-1 13 0.05 14.47 1.08 2.65 1 .03 5.11 Raf-1 14 0.05 14.56 -1.87 2.65 1 .44 5. 11 Raf-1 15 0.05 14.47 1.08 2.65 1 .03 5.11 Raf-1 16 0.08 14.49 1.98 2.65 1 .54 5. 11 Raf-1 17 0.09 14.47 2.07 2.65 1.96 5. 11 Raf-1 18 0.00 13.82 0.07 2.65 0.06 5.11 Raf-1 19 0.00 13.82 0.03 2.65 0.03 5.11 Raf-1 20 0.08 14.47 1.97 2.65 1 .87 5.11 Raf-1 21 0.01 13.67 -0.47 2.65 -0.44 5.11 Raf-1 22 -0.03 32.18 -0.27 2.65 -0.25 5.11 Raf-1 23 0.02 13.67 -0.33 2.65 -0.31 5.11 Raf-1 24 -0.01 32.18 -0.13 2.65 -0.12 5.11 Raf-1 25 -0.05 32.18 -0.47 2.65 -0.44 5.11 Raf-1 26 0.03 14.30 0.00 2.65 0.00 5.11 Raf-1 27 0.05 14.38 0.00 2.65 0.00 5.11 Raf-2 1 0.09 14.47 -2.07 2.65 1.96 5.11 Raf-2 2 -0.03 32.18 0.23 2.65 -0.21 5.11 Raf-2 3 0.01 13.67 0.43 2.65 -0.40 5.11 Raf-2 4 -0.02 32.18 0.09 2.65 -0.08 5.11 Raf-2 5 0.02 13.67 0.29 2.65 -0.28 5.11 Raf-2 6 0.06 14.56 -0.39 2.65 0.37 5.11 Raf-2 7 0.03 14.47 -0.39 2.65 0.37 5.11 Raf-2 8 0.05 14.39 -0.04 2.65 0.04 5.11 Raf-2 9 0.02 14.31 -0.04 2.65 0.04 5.11 Raf-2 10 -0.05 32.18 0.43 2.65 -0.40 5.11 Raf-2 11 0.05 14.47 -1.08 2.65 1.03 5.11 of-2 12 0.08 14.49 -1.98 2.65 1.54 5.11 <af-2 13 0.09 14.47 -2.07 2.65 1.96 5.11 Raf-2 14 0.05 14.47 -1.08 2.65 1.03 5.11 Raf-2 15 0.05 14.56 1.87 2.65 1.44 5.11 Raf-2 16 0.09 14.47 -2.07 2.65 1 .96 5.11 Raf-2 17 0.08 14.49 -1.98 2.65 1.54 5.11 Raf-2 18 0.00 13.82 -0.07 2.65 0.06 5.11 Raf-2 19 0.00 13.82 -0.03 2.65 0.03 5.11 Raf-2 20 0.08 14.47 -1.97 2.65 1.87 5.11 Raf-2 21 -0.03 32.18 0.27 2.65 -0.25 5.11 Raf-2 22 0.01 13.67 0.47 2.65 -0.44 5.11 Raf-2 23 -0.01 32.18 0.13 2.65 -0.12 5.11 Raf-2 24 0.02 13.67 0.33 2.65 -0.31 5.11 Raf-2 25 -0.05 32.18 0.47 2.65 -0.44 5.11 Raf-2 26 0.05 14.38 0.00 2.65 0.00 5.11 Raf-2 27 0.03 14.30 0.00 2.65 0.00 5.11 STRESS RATIO: Mem Load Id Id Axial Shear Moment Ax1+Mom Shr+Mom Max_UC Co1-1 1 0.25 0.11 0.06 0.31 0.02 0.31 Co1-1 2 0.25 0.11 0.06 0.31 0.02 0.31 Co1-1 3 0.15 0.07 0.04 0.18 0.01 0.18 Co1-1 4 0.15 0.07 0.04 0.18 0.01 0.18 Co1-1 5 0.17 0.08 0.04 0.20 0.01 0.20 Co1-1 6 0.17 0.08 0.04 0.20 0.01 0.20 Co1-1 7 0.01 0.02 0.01 0.01 0.02 Col-1 8 0.01 0.02 0.01 0.01 0.02 6/22/2005 EwDes-L.out Page l2 Co1-1 9 0.00 0.01 0.01 0.01 0.01 Co1-1 10 0.05 0.02 0.01 0.06 0.06 Co1-1 11 0.05 0.02 0.01 0.06 0.06 ,1-1 12 0.01 0.00 0.00 0.01 0.01 J1-1 13 0.01 0.00 0.00 0.01 0.01 Co1-1 14 0.25 0.11 0.06 0.31 0.02 0.31 Co1-1 15 0.11 0.05 0.03 0.14 0.00 0.14 Co1-1 16 0.13 0.06 0.03 0.16 0.00 0.16 Co1-1 17 0.27 0.12 0.07 0.33 0.02 0.33 Co1-1 18 0.13 0.06 0.03 0.16 0.00 0.16 Co1-1 19 0.11 0.05 0.03 0.14 0.00 0.14 Co1-1 20 0.25 0.11 0.06 0.31 0.02 0.31 Co1-1 21 0.01 0.02 0.01 0.01 0.02 Co1-1 22 0.00 0.01 0.01 0.01 0.01 Co1-1 23 0.01 0.00 0.00 0.01 0.01 Co1-1 24 0.00 0.00 0.00 0.00 0.00 Co1-1 25 0.23 0.11 0.06 0.29 0.02 0.29 Co1-1 26 0.01 0.03 0.01 0.01 0.03 Co1-1 27 0.00 0.01 0.01 0.01 0.01 Co1-1 28 0.01 0.03 0.01 0.01 0.03 Co1-1 29 0.00 0.01 0.01 0.01 0.01 Co1-1 30 0.01 0.03 0.01 0.01 0.03 Co1-1 31 0.00 0.00 0.00 0.00 0.00 Co1-1 32 0.00 0.00 0.00 0.00 0.00 Co1-1 33 0.23 0.11 0.06 0.29 0.02 0.29 Co1-1 34 0.10 0.05 0.02 0.12 0.00 0.12 Co1-1 35 0.12 0.05 0.03 0.15 0.00 0.15 Co1-1 36 0.25 0.12 0.06 0.32 0.02 0.32 Co1-1 37 0.12 0.05 0.03 0.15 0.00 0.15 Co1-1 38 0.10 0.05 0.02 0.12 0.00 0.12 Co1-1 39 0.23 0.11 0.06 0.29 0.02 0.29 Co1-2 1 0.53 0.04 0.40 0.99 0.15 0.99 Co1-2 2 0.53 0.04 0.40 0.99 0.03 0.99 Co1-2 3 0.32 0.03 0.23 0.57 0.05 0.57 1-2 4 0.32 0.03 0.24 0.57 0.01 0.57 J1-2 5 0.35 0.03 0.26 0.64 0.07 0.64 Co1-2 6 0.35 0.03 0.26 0.64 0.02 0. 64 Co1-2 7 0.04 0.00 0.08 0.08 0.08 Co1-2 8 0.04 0.00 0.08 0.08 0.08 Co1-2 9 0.02 0.00 0.04 0.04 0.04 Co1-2 10 0.10 0.00 0.08 0.18 0.18 Co1-2 11 0.10 0.00 0.08 0.18 0.18 Co1-2 12 0.01 0.00 0.01 0.02 0.02 Co1-2 13 0.01 0.00 0.01 0.02 0.02 Co1-2 14 0.53 0.04 0.40 0.99 0.03 0.99 Co1-2 15 0.41 0.04 0.31 0.76 0.03 0.76 Co1-2 16 0.28 0.03 0.24 0.53 0.02 0.53 Co1-2 17 0.40 0.04 0.31 0.74 0.02 0.74 Co1-2 18 0.28 0.03 0.24 0.53 0.02 0.53 Co1-2 19 0.41 0.04 0.31 0.76 0.03 0.76 Co1-2 20 0.53 0.04 0.40 0.99 0.03 0.99 Co1-2 21 0.04 0.00 0.08 0.08 0.08 Co1-2 22 0.02 0.00 0.04 0.04 0.04 Co1-2 23 0.02 0.00 0.01 0.03 0.03 Co1-2 24 0.01 0.00 0.01 0.01 0.01 Co1-2 25 0.50 0.02 0.38 0.94 0.94 Co1-2 26 0.05 0.00 0.09 0.09 0.09 Co1-2 27 0.03 0.00 0.05 0.05 0.05 Co1-2 28 0.05 0.00 0.09 0.09 0.09 Co1-2 29 0.03 0.00 0.05 0.05 0.05 Co1-2 30 0.05 0.00 0.09 0.09 0.09 Co1-2 31 0.00 0.00 0.00 0.00 0.00 Co1-2 32 0.00 0.00 0.00 0.00 0.00 Co1-2 33 0.50 0.02 0.38 0.94 0.94 Co1-2 34 0.38 0.01 0.29 0.70 0.70 6/22/2005 EwDes-L.out Page 13 Co1-2 35 0.25 0.01 0.19 0.45 0.45 Co1-2 36 0.37 0.01 0.28 0.68 0.68 Co1-2 37 0.25 0.01 0.19 0.45 0.45 11-2 38 0.38 0.01 0.29 0.70 0.70 J1-2 39 0.50 0.02 0.38 0.94 0.94 Co1-3 1 0.34 0.04 0.25 0.62 0.06 0. 62 Co1-3 2 0.34 0.04 0.28 0.65 0.02 0.65 Co1-3 3 0.22 0.03 0.16 0.39 0.03 0.39 Co1-3 4 0.22 0.03 0.19 0.41 0.41 Co1-3 5 0.22 0.03 0.16 0.39 0.03 0.39 Co1-3 6 0.22 0.03 0.19 0.41 0.41 Co1-3 7 0.03 0.00 0.05 0.05 0.05 Co1-3 8 0.02 0.00 0.04 0.04 0.04 Co1-3 9 0.02 0.00 0.04 0.04 0.04 Co1-3 10 0.07 0.00 0.05 0.11 0.11 Co1-3 11 0.07 0.00 0.05 0.11 0.11 Co1-3 12 0.01 0.00 0.00 0.01 0.01 Co1-3 13 0.01 0.00 0.00 0.01 0.01 Co1-3 14 0.26 0.03 0.24 0.51 0.02 0.51 Co1-3 15 0.37 0.04 0.29 0.69 0.02 0.69 Co1-3 16 0.26 0.03 0.24 0.51 0.02 0.51 Co1-3 17 0.17 0.03 0.18 0.36 0.36 Co1-3 18 0.17 0.03 0.18 0.36 0.36 Co1-3 19 0.35 0.04 0.29 0.67 0.02 0.67 Co1-3 20 0.35 0.04 0.29 0.67 0.02 0.67 Co1-3 21 0.02 0.00 0.04 0.04 0.04 Co1-3 22 0.02 0.00 0.04 0.04 0.04 Co1-3 23 0.01 0.00 0.01 0.02 0.02 Co1-3 24 0.01 0.00 0.00 0.01 0.01 Co1-3 25 0.33 0.01 0.24 0.59 0.59 Co1-3 26 0.02 0.00 0.04 0.04 0.04 Co1-3 27 0.02 0.00 0.04 0.04 0.04 Co1-3 28 0.02 0.00 0.04 0.04 0.04 Co1-3 29 0.02 0.00 0.04 0.04 0.04 1-3 30 0.03 0.00 0.06 0.06 0.06 a1-3 31 0.00 0.00 0.00 0.00 0.00 Co1-3 32 0.00 0.00 0.00 0.00 0.00 Co1-3 33 0.24 0.01 0.18 0.44 0.44 Co1-3 34 0.35 0.01 0.26 0.63 0.63 Co1-3 35 0.24 0.01 0.18 0.44 0.44 Co1-3 36 0.15 0.01 0.11 0.27 0.27 Co1-3 37 0.15 0.01 0.11 0.27 0.27 Co1-3 38 0.34 0.01 0.25 0.61 0.61 Co1-3 39 0.34 0.01 0.25 0.61 0.61 Co1-4 1 0.53 0.04 0.40 0.99 0.15 0.99 Co1-4 2 0.53 0.04 0.40 0.99 0.03 0.99 Co1-4 3 0.35 0.03 0.26 0.64 0.07 0.64 Co1-4 4 0.35 0.03 0.26 0.64 0.02 0.64 Co1-4 5 0.32 0.03 0.23 0.57 0.05 0.57 Co1-4 6 0.32 0.03 0.24 0.57 0.01 0.57 Co1-4 7 0.04 0.00 0.08 0.08 0.08 Co1-4 8 0.02 0.00 0.04 0.04 0.04 Co1-4 9 0.04 0.00 0.08 0.08 0.08 Co1-4 10 0.10 0.00 0.08 0.18 0.18 Co1-4 11 0.10 0.00 0.08 0.18 0.18 Co1-4 12 0.01 0.00 0.01 0.02 0.02 Co1-4 13 0.01 0.00 0.01 0.02 0.02 Co1-4 14 0.28 0.03 0.24 0.53 0.02 0.53 Co1-4 15 0.41 0.04 0.31 0.76 0.03 0.76 Co1-4 16 0.53 0.04 0.40 0.99 0.03 0.99 Col-4 17 0.28 0.03 0.24 0.53 0.02 0.53 Co1-4 18 0.40 0.04 0.31 0.74 0.02 0.74 Co1-4 19 0.53 0.04 0.40 0.99 0.03 0.99 Co1-4 20 0.41 0.04 0.31 0.76 0.03 0.76 Co1-4 21 0.02 0.00 0.04 0.04 0.04 6/22/2005 EwDes-L.out Page 14 Co1-4 22 0.04 0.00 0.08 0.08 0.08 Co1-4 23 0.02 0.00 0.01 0.03 0.03 Col-4 24 0.01 0.00 0.01 0.01 0.01 .)1-4 25 0.50 0.02 0.38 0.94 0.94 J1-4 26 0.03 0.00 0.05 0.05 0.05 Col-4 27 0.05 0.00 0.09 0.09 0.09 Co1-4 28 0.03 0.00 0.05 0.05 0.05 Col-4 29 0.05 0.00 0.09 0.09 0.09 Co1-4 30 0.05 0.00 0.09 0.09 0.09 Co1-4 31 0.00 0.00 0.00 0.00 0.00 Co1-4 32 0.00 0.00 0.00 0.00 0.00 Co1-4 33 0.25 0.01 0.19 0.45 0.45 Co1-4 34 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1 I I I I I 1 I 1 I 'rl 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 CD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • • • • • . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • o 01 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I I I I CD C] O O O O O O O F' O O N h' 1-, 1-' 1-, N F-' O O O O O O O O O 1-' O O O O O O O I-1 O O 1-, N F-' F' 1-, N 1-' O 0 0 0 O O 0 0 0 0 0 0 0 0 C) hh H • • • w F' H CD O O O O O O O O O O O O O I-' CD 0 O O O I-' 0 0 0 F' F' 0 0 O O I- no Z rt 0 O O O O O O O O O O O O O O F' F'- • • F' D W W W W W W W W W W W W W W O -- W W W W W W W W W W W W W W Cs7 co C7 1-0 70 co 6/22/2005 EwDes-L.out Page 20 Raf-2 32 0.00 0.33 Raf-2 33 -0.01 0.33 Raf-2 34 -0.01 0.33 1.af-2 35 0.00 0.33 .taf-2 36 0.00 0.33 Raf-2 37 0.00 0.33 14888 Rafter Splice Report 6/ 2/05 1:48pm Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 3 0.0 0.0 0.000 12 0.1 1.4 0.0 0 0.000 0.00 0.00 14888 Base Plate & Anchor Bolt Design 6/ 2/05 1:48pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts (A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 16.0 1.5 -0.3 0.1 2 0.750 3.00 Col-2 4.0 4.1 -0.9 0.2 2 0.750 3.00 Col-3 4.0 2.8 -0.6 0.2 2 0.750 3.00 Col-4 4.0 4.1 -0.9 0.2 2 0.750 3.00 Col-5 16.0 1.5 -0.3 0.1 2 0.750 3.00 1 s8 Flush Girt Design Report 6/ 2/05 1:48pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 1 4.250 2 1 4.250 3 1 4.250 4 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 1 3.958 2 1 4.333 3 1 4.333 4 1 3.958 GIRT SIZE: Bay No. Girt Id Id Girt 1 1 1 4X25C16 2 1 4X25C16 3 1 4X25C16 4 1 4X25C16 6/22/2005 EwDes-L.out Page 21 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 J 0 0 0 GIRT ACTIONS: Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.04 4.30 0.01 -0.04 1.74 0.02 0.00 0.40 0.01 WS -0.04 4.30 0.01 0.03 1.73 0.02 0.00 0.40 0.01 2 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 3 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 4 1 WP -0.04 4.30 0.01 -0.04 1.74 0.02 0.00 0.40 0.01 WS 0.04 4.30 0.01 0.04 1.73 0.03 0.00 0.40 0.01 14888 Endwall Diagonal Bracing Summary 6/ 2/05 1:48pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 44.9 Calc = 26.7 E. ,ING NOT REQUIRED 14888 Wall Panel Report 6/ 2/05 1:48pm PANEL DATA: Bay Part Type Gage Yield 2 R-29 R 29.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 12.0 105.2 0.11 -6.1 72.1 0.08 -0.02 0.43 0.04 WS -14.8 72.1 0.21 7.5 105.2 0.07 0.02 0.43 0.05 2 4.51 WP 12.0 105.2 0.11 -7.4 72.1 0.10 -0.03 0.45 0.06 WS -14.8 72.1 0.21 9.1 105.2 0.09 0.03 0.45 0.08 14888 Endwall Design Warning Report 6/ 2/05 1:48pm 6/22/2005 EwDes-L.out Page 22 . . No Warnings 14888 Endwall Weight Summary 6/ 2/05 1:48pm FORCED SPACING: Total Column Weight = 114.25 Total Rafter Weight = 71.86 Total Girt Weight = 33.33 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 46.20 Total Endwall Weight = 265.65 END WALL DESIGN DESIGN OF FRAME TYPE D) 6/22/2005 EwDes-R.out Page 1 * *14888 Endwall Design Input 6/ 2/05 10:38am * ************************** * DESIGN OF FRAME TYPE D * ************************** * * (1)JOBID: '14888' * (2) PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'Rr rYr rYr rYr rYr 4 1.00 * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg C_Sec W_Sec RSec U_Sec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * ' 'EPORTS: * input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace rIr rYr '2r "Y' ryr rYr * (7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 4.000 10.0000 8.9167 6.000 20.0000 8.5000 6.000 20.0000 0.0000 4.000 * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 10.0000 0.3333 1 5.0000 4 * (10) FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (11)WIDE OPENING LAYOUT: 6/22/2005 EwDes-R.out Page 2 *----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 * , jWIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header_Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 * (13)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 1 '- ' 'N' 1 4 7.0167 * (14)COLUMNS: * --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max_UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 0.00 'C ' '-' 0.00 'C ' 4.00 'C ' 4.00 'Y' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'C ' 8.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt Max_Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 3 0.000 3 2.502 1 2.502 3 2 0.000 4 0.001 2 2.501 1 2.502 3 6/22/2005 EwDes-R.out Page 3 * (23) PANELS/RF COLUMNS: * Tall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'R-26 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'Y' 'N' 'N' 'N' * (25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 71.8 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right '-' 0.00 0 * (28)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 * (29)EAVE EXTENSION: * • No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (30)CANOPY: *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 3 0 2 0 4 0 * (31) FACIA/PARAPET . * *Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 3 0 2 0 4 0 * (32)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (33)ADJACENT BUILDING: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext 6/22/2005 EwDes-R.out Page 4 *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * , ,LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (35)BASIC LOADS: * Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.8 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.07 1.23 1.07 * (36)BASIC LOADS AT EAVE: * Seis_Coeff Seis_Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.10 0.28 0.00 0.00 * (37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 10.8 -11.9 . . Column 10.8 -11.9 . . Girt/Header 10.8 -11.8 . . Jamb 13.3 -14.4 . . Panel 16.0 -16.0 . . Parapet Girt * (38)WIND COEFFICIENTS: * Surf Rafter_Wind1 Rafter_Wind_2 Bracing_Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.40 -0.59 0.00 0.00 2 -1.19 -0.68 -0.83 -0.32 -1.19 -0.68 -1.19 0.00 3 -0. 68 -1.19 -0.32 -0.83 -0.68 -1.19 -1.19 0.00 4 0.00 0.00 0.00 0.00 -0.59 0.40 0.00 0.00 * (39)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 36 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 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00'0 00'0 00'0 £3 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 ZZ gaud ;no•i-saU,Ha SOOZ/ZZ/9 6/22/2005 EwDes-R.out Page 6 * (43)AUXILIARY LOADS: * Aux Aux No._Add Add_Load * ,c Id Name Combs Id Coef 5 1 'E2PAT SL 1' 1 1 0.50 2 'E2PAT SL 2' 1 4 0.50 3 'E2PAT_SL 3' 2 1 0.50 2 0.50 4 'E2PAT_SL 4 ' 2 2 0.50 3 0.50 5 'E2PAT_SL 5' 2 3 0.50 4 0.50 * (44)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY M X Y . .Conc * Add Id Id Load Type Wi W2 Co DL1 DL2 . .Unif 4 1 2 ' ' 'D ' -0.330 -0.330 0.04 0.00 5.00 2 2 ' ' 'D ' -0.330 -0.330 0.04 5.00 10.01 3 3 ' ' 'D ' -0.330 -0.330 -0.04 0.00 5.00 4 3 ' ' 'D ' -0.330 -0.330 -0.04 5.00 10.01 * (45)GIRT LAPS: * * Data Set 1 Set_2 Set 3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan ' 0 * (46)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 14888 Endwall Design Code 6/ 2/05 1:48pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) On U - H Cl) co O 0 0 C) 0 0 0 0 0 C) C) 0 0 C) C) 0 0 0 0 C) 0 0 0 C) 0 0 0 0 0 . . 0 0 0 C) C) C) C) O I H x) 7t C) 0 Cl Cl Cl 3 1. ao CD 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 0 0 0 0 0 0 0 0 0 0 I 3 G) Co W O O O O O (D t1 m O H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H H i I-I CD Z H1 M1 H H H H I-' H $ ,) ore 1 I I 1 I I I I 1 I I I I I I I I I I I I I I I I i I I III I I I I I I I 1 I 0. 5 I I I I I I I p. 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4.30 0.35 1.28 Co1-4 2 1.43 3.55 -0.20 4.30 0.45 1.28 Col-4 3 1.28 3.55 -0.20 4.30 0.44 1.28 Co1-4 4 -0.41 19.43 0.21 4.30 -0.44 1.28 Co1-4 5 -0.21 19.43 0.23 4.30 0.43 1.28 001-4 6 -0.41 19.43 0.24 4.30 0.41 1.28 Co1-4 7 0.42 3.55 -0.01 4.30 0.07 1.28 Co1-4 8 0.43 3.55 -0.01 4.30 0.07 1.28 Co1-4 9 0.05 3.55 0.00 4.30 0.01 1.28 Co1-4 10 0.06 3.55 0.00 4.30 0.01 1.28 Co1-4 11 -0.21 19.43 0.00 4.30 -0.04 1.28 Co1-4 12 -0.41 19.43 0.01 4.30 -0.07 1.28 Co1-4 13 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-4 14 1.64 3.55 -0.03 4.30 0.27 1.28 Co1-4 15 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-4 16 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-4 17 1.60 3.55 -0.03 4.30 0.26 1.28 Co1-4 18 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-4 19 1.64 3.55 -0.03 4.30 0.27 1.28 Co1-4 20 0.09 3.55 0.00 4.30 0.01 1.28 Co1-4 21 0.03 3.55 0.00 4.30 0.01 1.28 Co1-4 22 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-4 23 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-4 24 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-4 25 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-4 26 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-4 27 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-4 28 0.00 19.43 0.00 4.30 0.00 1.28 001-4 29 0.00 3.55 0.00 4.30 0.00 1.28 Co1-4 30 1.00 3.55 -0.02 4.30 0.17 1.28 '01-4 31 1.52 3.55 -0.03 4.30 0.25 1.28 .o1-4 32 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-4 33 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-4 34 1.48 3.55 -0.03 4.30 0.25 1.28 Co1-4 35 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-4 36 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-5 1 0.72 3.71 -0.02 4.30 0.12 1.30 Co1-5 2 0.49 3.71 -0.01 4.30 0.08 1.30 Co1-5 3 0.44 3.71 -0.01 4.30 0.07 1.30 Co1-5 4 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-5 5 -0.07 19.43 0.00 4.30 -0.01 1.30 Co1-5 6 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-5 7 0.16 3.71 0.00 4.30 0.02 1.30 Co1-5 8 0.15 3.71 0.00 4.30 0.02 1.30 Co1-5 9 0.03 3.71 0.00 4.30 0.00 1.30 Co1-5 10 0.03 3.71 0.00 4.30 0.00 1.30 Co1-5 11 -0.07 19.43 0.00 4.30 -0.01 1.30 Co1-5 12 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-5 13 0.39 3.71 -0.01 4.30 0.06 1.30 Co1-5 14 0.33 3.71 -0.01 4.30 0.05 1.30 Co1-5 15 0.72 3.71 -0.02 4.30 0.12 1.30 Co1-5 16 0.39 3.71 -0.01 4.30 0.06 1.30 Co1-5 17 0.78 3.71 -0.02 4.30 0.13 1.30 Co1-5 18 0.72 3.71 -0.02 4.30 0.12 1.30 Co1-5 19 0.33 3.71 -0.01 4.30 0.05 1.30 Co1-5 20 0.04 3.71 0.00 4.30 0.00 1.30 Co1-5 21 0.01 3.71 0.00 4.30 0.00 1.30 Co1-5 22 0.67 3.71 -0.01 4.30 0.11 1.30 Co1-5 23 -0.09 19.43 0.00 4.30 -0.01 1.30 Co1-5 24 -0.15 19.43 0.00 4.30 -0.03 1.30 Co1-5 25 -0.09 19.43 0.00 4.30 -0.01 1.30 6/22/2005 EwDes-R.out Page lu Col-5 26 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-5 27 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-5 28 0.00 3.71 0.00 4.30 0.00 1.30 'ol-5 29 0.00 3.71 0.00 4.30 0.00 1.30 .;a1-5 30 0.34 3.71 -0.01 4.30 0.06 1.30 Col-5 31 0.28 3.71 -0.01 4.30 0.05 1.30 Col-5 32 0.67 3.71 -0.01 4.30 0.11 1.30 Col-5 33 0.34 3.71 -0.01 4.30 0.06 1.30 Col-5 34 0.73 3.71 -0.02 4.30 0.12 1.30 Col-5 35 0.67 3.71 -0.01 4.30 0.11 1.30 Col-5 36 0.28 3.71 -0.01 4.30 0.05 1.30 Raf-1 1 0.04 14.47 1.08 2.65 1.02 5.11 Raf-1 2 0.01 13.67 -0.21 2.65 -0.20 5.11 Raf-1 3 -0.02 32.18 -0.11 2.65 -0.10 5.11 Raf-1 4 0.01 12.82 -0.14 2.65 -0.13 5.11 Raf-1 5 -0.01 32.18 -0.04 2.65 -0.04 5.11 Raf-1 6 0.05 14.10 0.21 2.65 0.20 5.11 Raf-1 7 0.11 14.56 0.21 2.65 0.20 5.11 Raf-1 8 0.05 14.31 0.02 2.65 0.02 5.11 Raf-1 9 0.10 14.39 0.02 2.65 0.02 5.11 Raf-1 10 -0.03 32.18 -0.21 2.65 -0.20 5.11 Raf-1 11 0.05 14.47 1.07 2.65 1.02 5.11 Raf-1 12 0.04 14.49 1.03 2.65 0.80 5.11 Raf-1 13 0.03 14.47 0.57 2.65 0.54 5.11 Raf-1 14 0.03 14.56 -0.97 2.65 0.75 5.11 Raf-1 15 0.02 14.47 0.57 2.65 0.54 5.11 Raf-1 16 0.04 14.49 1.03 2.65 0.80 5.11 Raf-1 17 0.04 14.47 1.08 2.65 1.02 5.11 Raf-2 1 0.04 14.47 -1.08 2.65 1.02 5.11 Raf-2 2 -0.02 32.18 0.11 2.65 -0.10 5.11 Raf-2 3 0.01 13.67 0.21 2.65 -0.20 5.11 Raf-2 4 -0.01 32.18 0.04 2.65 -0.04 5.11 Raf-2 5 0.01 12.82 0.14 2.65 -0.13 5.11 laf-2 6 0.11 14.56 -0.21 2.65 0.20 5.11 _caf-2 7 0.05 14.53 -0.21 2.65 0.20 5.11 Raf-2 8 0.10 14.39 -0.02 2.65 0.02 5.11 Raf-2 9 0.05 14.31 -0.02 2.65 0.02 5.11 Raf-2 10 -0.03 32.18 0.21 2.65 -0.20 5.11 Raf-2 11 0.03 14.47 -0.57 2.65 0.54 5.11 Raf-2 12 0.04 14.49 -1.03 2.65 0.80 5.11 Raf-2 13 0.05 14.47 -1.07 2.65 1.02 5.11 Raf-2 14 0.02 14.47 -0.57 2.65 0.54 5.11 Raf-2 15 0.03 14.56 0.97 2.65 0.75 5.11 Raf-2 16 0.04 14.47 -1.08 2.65 1.02 5.11 Raf-2 17 0.04 14.49 -1.03 2.65 0.80 5.11 STRESS RATIO: Mem Load Id Id Axial Shear Moment Ax1+Mom Shr+Mom Max_UC Col-1 1 0.20 0.00 0.09 0.28 0.28 Col-1 2 0.12 0.00 0.05 0.17 0.17 Col-1 3 0.13 0.00 0.06 0.19 0.19 Col-1 4 0.01 0.00 0.02 0.02 0.02 Col-1 5 0.01 0.00 0.02 0.02 0.02 Col-1 6 0.00 0.00 0.01 0.01 0.01 Col-1 7 0.04 0.00 0.02 0.05 0.05 Col-1 8 0.04 0.00 0.02 0.06 0.06 Col-1 9 0.01 0.00 0.00 0.01 0.01 Col-1 10 0.01 0.00 0.00 0.01 0.01 Col-1 11 0.01 0.00 0.02 0.02 0.02 Col-1 12 0.00 0.00 0.01 0.01 0.01 6/22/2005 EwDes-R.out Pagel] Col-1 13 0.20 0.00 0.09 0.28 0.28 Col-1 14 0.09 0.00 0.04 0.13 0.13 Col-1 15 0.10 0.00 0.05 0.15 0.15 ,1-1 16 0.21 0.00 0.10 0.31 0.31 J1-1 17 0.10 0.00 0.05 0.15 0.15 Col-1 18 0.09 0.00 0.04 0.13 0.13 Col-1 19 0.20 0.00 0.09 0.28 0.28 Col-1 20 0.01 0.00 0.00 0.01 0.01 Col-1 21 0.00 0.00 0.00 0.00 0.00 Co1-1 22 0.18 0.00 0.09 0.27 0.27 Col-1 23 0.01 0.00 0.02 0.02 0.02 Col-1 24 0.00 0.00 0.01 0.01 0.01 Col-1 25 0.01 0.00 0.02 0.02 0.02 Col-1 26 0.00 0.00 0.01 0.01 0.01 Col-1 27 0.01 0.00 0.02 0.02 0.02 Co1-1 28 0.00 0.00 0.00 0.00 0.00 Col-1 29 0.00 0.00 0.00 0.00 0.00 Col-1 30 0.18 0.00 0.09 0.27 0.27 Co1-1 31 0.08 0.00 0.04 0.11 0.11 Col-1 32 0.09 0.00 0.04 0.13 0.13 Col-1 33 0.20 0.00 0.09 0.29 0.29 Col-1 34 0.09 0.00 0.04 0.13 0.13 Col-1 35 0.08 0.00 0.04 0.11 0.11 Col-1 36 0.18 0.00 0.09 0.27 0.27 Col-2 1 0.60 0.01 0.27 0.89 0.89 Col-2 2 0.36 0.05 0.35 0.72 0.03 0.72 Col-2 3 0.40 0.05 0.36 0.77 0.03 0.77 Col-2 4 0.02 0.05 0.34 0.34 0.04 0.34 Col-2 5 0.02 0.05 0.32 0.32 0.03 0.32 Col-2 6 0.01 0.05 0.34 0.34 0.04 0.34 Col-2 7 0.12 0.00 0.05 0.17 0.17 Col-2 8 0.12 0.00 0.05 0.17 0.17 Col-2 9 0.02 0.00 0.01 0.02 0.02 Col-2 10 0.02 0.00 0.01 0.02 0.02 ,1-2 11 0.02 0.00 0.05 0.05 0.05 J1-2 12 0.01 0.00 0.03 0.03 0.03 Col-2 13 0.60 0.01 0.27 0.89 0.89 Col-2 14 0.46 0.01 0.21 0.68 0.68 Col-2 15 0.32 0.01 0.14 0.46 0.46 Col-2 16 0.45 0.01 0.21 0.66 0.66 Col-2 17 0.32 0.01 0.14 0.46 0.46 Col-2 18 0.46 0.01 0.21 0.68 0.68 Col-2 19 0.60 0.01 0.27 0.89 0.89 Col-2 20 0.03 0.00 0.01 0.03 0.03 Col-2 21 0.01 0.00 0.00 0.01 0.01 Col-2 22 0.56 0.01 0.26 0.84 0.84 Col-2 23 0.02 0.00 0.06 0.06 0.06 Col-2 24 0.01 0.00 0.03 0.03 0.03 Col-2 25 0.02 0.00 0.06 0.06 0.06 Col-2 26 0.01 0.00 0.03 0.03 0.03 Col-2 27 0.02 0.00 0.06 0.06 0.06 Col-2 28 0.00 0.00 0.00 0.00 0.00 Col-2 29 0.00 0.00 0.00 0.00 0.00 Col-2 30 0.56 0.01 0.26 0.84 0.84 Col-2 31 0.43 0.01 0.20 0.64 0.64 Col-2 32 0.28 0.00 0.13 0.42 0.42 Col-2 33 0.41 0.01 0.19 0.62 0.62 Col-2 34 0.28 0.00 0.13 0.42 0.42 Col-2 35 0.43 0.01 0.20 0.64 0.64 Col-2 36 0.56 0.01 0.26 0.84 0.84 Col-3 1 0.40 0.01 0.18 0.59 0.59 Col-3 2 0.26 0.05 0.35 0.62 0.03 0.62 Co1-3 3 0.26 0.05 0.35 0.62 0.03 0.62 Col-3 4 0.01 0.05 0.37 0.37 0.04 0.37 Col-3 5 0.01 0.06 0.38 0.38 0.04 0.38 6/22/2005 EwDes-R.out Page 12 Co1-3 6 0.01 0.06 0.38 0.38 0.04 0.38 Co1-3 7 0.08 0.00 0.03 0.11 0.11 Co1-3 8 0.08 0.00 0.03 0.11 0.11 11-3 9 0.01 0.00 0.00 0.01 0.01 J1-3 10 0.01 0.00 0.00 0.01 0.01 Co1-3 11 0.01 0.00 0.03 0.03 0.03 Co1-3 12 0.01 0.00 0.03 0.03 0.03 Co1-3 13 0.31 0.00 0.14 0.45 0.45 Co1-3 14 0.43 0.01 0.19 0.63 0.63 Co1-3 15 0.31 0.00 0.14 0.45 0.45 Co1-3 16 0.20 0.00 0.09 0.29 0.29 Co1-3 17 0.20 0.00 0.09 0.29 0.29 Co1-3 18 0.42 0.01 0.19 0.61 0.61 Co1-3 19 0.42 0.01 0.19 0.61 0.61 Co1-3 20 0.02 0.00 0.01 0.02 0.02 Co1-3 21 0.01 0.00 0.00 0.01 0.01 Co1-3 22 0.38 0.01 0.17 0.56 0.56 Co1-3 23 0.01 0.00 0.03 0.03 0.03 Co1-3 24 0.01 0.00 0.03 0.03 0.03 Co1-3 25 0.01 0.00 0.03 0.03 0.03 Co1-3 26 0.01 0.00 0.03 0.03 0.03 Co1-3 27 0.01 0.00 0.04 0.04 0.04 Co1-3 28 0.00 0.00 0.00 0.00 0.00 Co1-3 29 0.00 0.00 0.00 0.00 0.00 Co1-3 30 0.28 0.00 0.13 0.42 0.42 Co1-3 31 0.40 0.01 0.18 0.59 0.59 Co1-3 32 0.28 0.00 0.13 0.42 0.42 Co1-3 33 0.18 0.00 0.06 0.26 0.26 Co1-3 34 0.18 0.00 0.08 0.26 0.26 Co1-3 35 0.39 0.01 0.18 0.58 0.58 Co1-3 36 0.39 0.01 0.18 0.58 0.58 Co1-4 1 0.60 0.01 0.27 0.89 0.89 Co1-4 2 0.40 0.05 0.36 0.77 0.03 0.77 Co1-4 3 0.36 0.05 0.35 0.72 0.03 0.72 ,1-4 4 0.02 0.05 0.34 0.34 0.04 0.34 J1-4 5 0.01 0.05 0.34 0.34 0.04 0.34 Co1-4 6 0.02 0.05 0.32 0.32 0.03 0.32 Co1-4 7 0.12 0.00 0.05 0.17 0.17 Co1-4 8 0.12 0.00 0.05 0.17 0.17 Co1-4 9 0.02 0.00 0.01 0.02 0.02 Co1-4 10 0.02 0.00 0.01 0.02 0.02 Co1-4 11 0.01 0.00 0.03 0.03 0.03 Co1-4 12 0.02 0.00 0.05 0.05 0.05 Co1-4 13 0.32 0.01 0.14 0.46 0.46 Co1-4 14 0.46 0.01 0.21 0.68 0.68 Co1-4 15 0.60 0.01 0.27 0.89 0.89 Co1-4 16 0.32 0.01 0.14 0.46 0.46 Co1-4 17 0.45 0.01 0.21 0.66 0.66 Co1-4 18 0.60 0.01 0.27 0.89 0.89 Co1-4 19 0.46 0.01 0.21 0.68 0.68 Co1-4 20 0.03 0.00 0.01 0.03 0.03 Co1-4 21 0.01 0.00 0.00 0.01 0.01 Co1-4 22 0.56 0.01 0.26 0.84 0.84 Co1-4 23 0.01 0.00 0.03 0.03 0.03 Co1-4 24 0.02 0.00 0.06 0.06 0.06 Co1-4 25 0.01 0.00 0.03 0.03 0.03 Co1-4 26 0.02 0.00 0.06 0.06 0.06 Co1-4 27 0.02 0.00 0.06 0.06 0.06 Co1-4 28 0.00 0.00 0.00 0.00 0.00 Co1-4 29 0.00 0.00 0.00 0.00 0.00 Co1-4 30 0.28 0.00 0.13 0.42 0.42 Co1-4 31 0.43 0.01 0.20 0.64 0.64 Co1-4 32 0.56 0.01 0.26 0.84 0.84 Co1-4 33 0.28 0.00 0.13 0.42 0.42 Co1-4 34 0.42 0.01 0.19 0.62 0.62 6/22/2005 EwDes-R.out Page 13 Co1-4 35 0.56 0.01 0.26 0.84 0.84 Co1-4 36 0.43 0.01 0.20 0. 64 0.64 Co1-5 1 0.20 0.00 0.09 0.28 0.28 '11-5 2 0.13 0.00 0.06 0.19 0.19 i1-5 3 0.12 0.00 0.05 0.17 0.17 Col-5 4 0.01 0.00 0.02 0.02 0.02 Col-5 5 0.00 0.00 0.01 0.01 0.01 Col-5 6 0.01 0.00 0.02 0.02 0.02 Co1-5 7 0.04 0.00 0.02 0.06 0.06 Co1-5 8 0.04 0.00 0.02 0.05 0.05 Co1-5 9 0.01 0.00 0.00 0.01 0.01 Co1-5 10 0.01 0.00 0.00 0.01 0.01 Co1-5 11 0.00 0.00 0.01 0.01 0.01 Col-5 12 0.01 0.00 0.02 0.02 0.02 Col-5 13 0.10 0.00 0.05 0.15 0.15 Co1-5 14 0.09 0.00 0.04 0.13 0.13 Co1-5 15 0.20 0.00 0.09 0.28 0.28 Col-5 16 0.10 0.00 0.05 0.15 0.15 Col-5 17 0.21 0.00 0.10 0.31 0.31 Co1-5 18 0.20 0.00 0.09 0.28 0.28 Co1-5 19 0.09 0.00 0.04 0.13 0.13 Co1-5 20 0.01 0.00 0.00 0.01 0.01 Co1-5 21 0.00 0.00 0.00 0.00 0.00 Co1-5 22 0.18 0.00 0.09 0.27 0.27 Col-5 23 0.00 0.00 0.01 0.01 0.01 Col-5 24 0.01 0.00 0.02 0.02 0.02 Co1-5 25 0.00 0.00 0.01 0.01 0.01 Co1-5 26 0.01 0.00 0.02 0.02 0.02 Col-5 27 0.01 0.00 0.02 0.02 0.02 Col-5 28 0.00 0.00 0.00 0.00 0.00 Co1-5 29 0.00 0.00 0.00 0.00 0.00 Co1-5 30 0.09 0.00 0.04 0.13 0.13 Col-5 31 0.08 0.00 0.04 0.11 0.11 Col-5 32 0.18 0.00 0.09 0.27 0.27 ,1-5 33 0.09 0.00 0.04 0.13 0.13 ,1-5 34 0.20 0.00 0.09 0.29 0.29 Co1-5 35 0.18 0.00 0.09 0.27 0.27 Co1-5 36 0.08 0.00 0.04 0.11 0.11 Raf-1 1 0.00 0.41 0.20 0.20 0.20 0.41 Raf-1 2 0.00 0.08 0.04 0.04 0.01 0.08 Raf-1 3 0.00 0.04 0.02 0.02 0.00 0.04 Raf-1 4 0.00 0.05 0.03 0.03 0.00 0.05 Raf-1 5 0.00 0.01 0.01 0.01 0.01 Raf-1 6 0.00 0.08 0.04 0.04 0.01 0.08 Raf-1 7 0.01 0.08 0.04 0.04 0.01 0.08 Raf-1 8 0.00 0.01 0.00 0.01 0.01 Raf-1 9 0.01 0.01 0.00 0.01 0.01 Raf-1 10 0.00 0.08 0.04 0.04 0.01 0.08 Raf-1 11 0.00 0.41 0.20 0.20 0.20 0.41 Raf-1 12 0.00 0.39 0.16 0.16 0.18 0.39 Raf-1 13 0.00 0.21 0.10 0.10 0.06 0.21 Raf-1 14 0.00 0.37 0.15 0.15 0.16 0.37 Raf-1 15 0.00 0.21 0.10 0.10 0.06 0.21 Raf-1 16 0.00 0.39 0.16 0.16 0.18 0.39 Raf-1 17 0.00 0.41 0.20 0.20 0.20 0.41 Raf-2 1 0.00 0.41 0.20 0.20 0.20 0.41 Raf-2 2 0.00 0.04 0.02 0.02 0.00 0.04 Raf-2 3 0.00 0.08 0.04 0.04 0.01 0.08 Raf-2 4 0.00 0.01 0.01 0.01 0.01 Raf-2 5 0.00 0.05 0.03 0.03 0.00 0.05 Raf-2 6 0.01 0.08 0.04 0.04 0.01 0.08 Raf-2 7 0.00 0.08 0.04 0.04 0.01 0.08 Raf-2 8 0.01 0.01 0.00 0.01 0.01 Raf-2 9 0.00 0.01 0.00 0.01 0.01 6/22/2005 EwDes-R.out Page 14 Raf-2 10 0.00 0.08 0.04 0.04 0.01 0.08 Raf-2 11 0.00 0.21 0.10 0.10 0.06 0.21 Raf-2 12 0.00 0.39 0.16 0.16 0.17 0.39 'f-2 13 0.00 0.41 0.20 0.20 0.20 0.41 .1f-2 14 0.00 0.21 0.10 0.10 0.06 0.21 Raf-2 15 0.00 0.37 0.15 0.15 0.16 0.37 Raf-2 16 0.00 0.41 0.20 0.20 0.20 0.41 Raf-2 17 0.00 0.39 0.16 0.16 0.18 0.39 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection(in) Reaction(k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-1 1 0.00 0.77 0.02 0.72 0.00 Col-1 2 0.00 0.77 0.01 0.44 0.00 Col-1 3 0.00 0.77 0.01 0.49 0.00 Col-1 4 0.00 0.77 0.00 -0.13 0.00 Col-1 5 0.00 0.77 0.00 -0.13 0.00 Col-1 6 0.00 0.77 0.00 -0.06 0.00 Col-1 7 0.00 0.77 0.00 0.15 0.00 Co1-1 8 0.00 0.77 0.00 0.16 0.00 Col-1 9 0.00 0.77 0.00 0.03 0.00 Col-1 10 0.00 0.77 0.00 0.03 0.00 Col-1 11 0.00 0.77 0.00 -0.13 0.00 Col-1 12 0.00 0.77 0.00 -0.06 0.00 Col-1 13 0.00 0.77 0.02 0.72 0.00 Col-1 14 0.00 _ 0.77 0.01 0.33 0.00 Col-1 15 0.00 0.77 0.01 0.39 0.00 Col-1 16 0.00 0.77 0.02 0.78 0.00 Col-1 17 0.00 0.77 0.01 0.39 0.00 Col-1 18 0.00 0.77 0.01 0.33 0.00 Col-1 19 0.00 0.77 0.02 0.72 0.00 )1-1 20 0.00 0.77 0.00 0.04 0.00 al-1 21 0.00 0.77 0.00 0.01 0.00 Col-1 22 0.00 0.77 0.01 0.67 0.00 Col-1 23 0.00 0.77 0.00 -0.15 0.00 Col-1 24 0.00 0.77 0.00 -0.09 0.00 Col-1 25 0.00 0.77 0.00 -0.15 0.00 Col-1 26 0.00 0.77 0.00 -0.09 0.00 Col-1 27 0.00 0.77 0.00 -0.15 0.00 Col-1 28 0.00 0.77 0.00 0.00 0.00 Col-1 29 0.00 0.77 0.00 0.00 0.00 Col-1 30 0.00 0.77 0.01 0.67 0.00 Col-1 31 0.00 0.77 0.01 0.28 0.00 Col-1 32 0.00 0.77 0.01 0.34 0.00 Col-1 33 0.00 0.77 0.02 0.73 0.00 Col-1 34 0.00 0.77 0.01 0.34 0.00 Col-1 35 0.00 0.77 0.01 0.28 0.00 Col-1 36 0.00 0.77 0.01 0.67 0.00 Col-2 1 0.00 0.79 0.04 2.12 0.00 Col-2 2 0.08 0.79 0.20 1.28 0.00 Col-2 3 0.08 0.79 0.20 1.43 0.00 Col-2 4 -0.10 0.79 -0.21 -0.40 0.00 Col-2 5 0.11 0.79 0.22 -0.40 0.00 Col-2 6 0.11 0.79 0.22 -0.21 0.00 Col-2 7 0.00 0.79 0.01 0.43 0.00 Col-2 8 0.00 0.79 0.01 0.42 0.00 Col-2 9 0.00 0.79 0.00 0.06 0.00 Col-2 10 0.00 0.79 0.00 0.05 0.00 Col-2 11 0.00 0.79 -0.01 -0.40 0.00 Col-2 12 0.00 0.79 0.00 -0.21 0.00 Col-2 13 0.00 0.79 0.04 2.12 0.00 Col-2 14 0.00 0.79 0.03 1.64 0.00 6/22/2005 EwDes-R.out Page 15 Co1-2 15 0.00 0.79 0.02 1.12 0.00 Co1-2 16 0.00 0.79 0.03 1.60 0.00 Co1-2 17 0.00 0.79 0.02 1.12 0.00 ,1-2 18 0.00 0.79 0.03 1.65 0.00 ,1-2 19 0.00 0.79 0.04 2.12 0.00 Co1-2 20 0.00 0.79 0.00 0.09 0.00 Co1-2 21 0.00 0.79 0.00 0.03 0.00 Co1-2 22 0.00 0.79 0.04 2.00 0.00 Co1-2 23 0.00 0.79 -0.01 -0.46 0.00 Co1-2 24 0.00 0.79 -0.01 -0.26 0.00 Co1-2 25 0.00 0.79 -0.01 -0.46 0.00 Co1-2 26 0.00 0.79 -0.01 -0.26 0.00 Co1-2 27 0.00 0.79 -0.01 -0.46 0.00 Co1-2 28 0.00 0.79 0.00 0.00 0.00 Co1-2 29 0.00 0.79 0.00 0.00 0.00 Co1-2 30 0.00 0.79 0.04 2.00 0.00 Co1-2 31 0.00 0.79 0.03 1.52 0.00 Co1-2 32 0.00 0.79 0.02 1.00 0.00 Co1-2 33 0.00 0.79 0.03 1.47 0.00 Co1-2 34 0.00 0.79 0.02 1.00 0.00 Co1-2 35 0.00 0.79 0.03 1.52 0.00 Co1-2 36 0.00 0.79 0.04 2.00 0.00 Co1-3 1 0.00 0.81 0.03 1.37 0.00 Co1-3 2 0.09 0.81 0.20 0.88 0.00 Co1-3 3 0.09 0.81 0.20 0.88 0.00 Col-3 4 -0.11 0.81 -0.22 -0.25 0.00 Co1-3 5 0.12 0.81 0.24 -0.19 0.00 Co1-3 6 0.12 0.81 0.24 -0.19 0.00 Co1-3 7 0.00 0.81 0.01 0.27 0.00 Co1-3 8 0.00 0.81 0.01 0.27 0.00 Co1-3 9 0.00 0.81 0.00 0.04 0.00 Co1-3 10 0.00 0.81 0.00 0.04 0.00 Co1-3 11 0.00 0.81 0.00 -0.19 0.00 Co1-3 12 0.00 0.81 0.00 -0.19 0.00 1-3 13 0.00 0.81 0.02 1.05 0.00 ,1-3 14 0.00 0.81 0.03 1.45 0.00 Co1-3 15 0.00 0.81 0.02 1.05 0.00 Co1-3 16 0.00 0.81 0.01 0.68 0.00 Co1-3 17 0.00 0.81 0.01 0.68 0.00 Co1-3 18 0.00 0.81 0.03 1.41 0.00 Co1-3 19 0.00 0.81 0.03 1.41 0.00 Co1-3 20 0.00 0.81 0.00 0.07 0.00 Co1-3 21 0.00 0.81 0.00 0.02 0.00 Co1-3 22 0.00 0.81 0.03 1.28 0.00 Co1-3 23 0.00 0.81 0.00 -0.23 0.00 Co1-3 24 0.00 0.81 0.00 -0.23 0.00 Co1-3 25 0.00 0.81 0.00 -0.23 0.00 Co1-3 26 0.00 0.81 0.00 -0.23 0.00 Co1-3 27 0.00 0.81 -0.01 -0.29 0.00 Co1-3 28 0.00 0.81 0.00 0.00 0.00 Co1-3 29 0.00 0.81 0.00 0.00 0.00 Co1-3 30 0.00 0.81 0.02 0.96 0.00 Co1-3 31 0.00 0.81 0.03 1.37 0.00 Co1-3 32 0.00 0.81 0.02 0.96 0.00 Co1-3 33 0.00 0.81 0.01 0.60 0.00 Co1-3 34 0.00 0.81 0.01 0.60 0.00 Co1-3 35 0.00 0.81 0.03 1.33 0.00 Co1-3 36 0.00 0.81 0.03 1.33 0.00 Co1-4 1 0.00 0.79 0.04 2.12 0.00 Co1-4 2 0.08 0.79 0.20 1.43 0.00 Co1-4 3 0.08 0.79 0.20 1.28 0.00 Col-4 4 -0.10 0.79 -0.21 -0.40 0.00 Co1-4 5 0.11 0.79 0.22 -0.21 0.00 Co1-4 6 0.11 0.79 0.22 -0.40 0.00 Co1-4 7 0.00 0.79 0.01 0.42 0.00 6/22/2005 EwDes-R.out Page 16 Co1-4 8 0.00 0.79 0.01 0.43 0.00 Co1-4 9 0.00 0.79 0.00 0.05 0.00 Co1-4 10 0.00 0.79 0.00 0.06 0.00 '1-4 11 0.00 0.79 0.00 -0.21 0.00 J1-4 12 0.00 0.79 -0.01 -0.40 0.00 Co1-4 13 0.00 0.79 0.02 1.12 0.00 Co1-4 14 0.00 0.79 0.03 1.64 0.00 Co1-4 15 0.00 0.79 0.04 2.12 0.00 Co1-4 16 0.00 0.79 0.02 1.12 0.00 II Co1 -4 17 0.03 1. 60 0.00 0.00 Co1-4 18 0.00 0.79 0.00 0.79 0.04 2.12 Col-4 19 0.00 0.79 0.03 1.64 0.00 Co1-4 20 0.00 0.79 0.00 0.09 0.00 Co1-4 21 0.00 0.79 0.00 0.03 0.00 Co1-4 22 0.00 0.79 0.04 2.00 0.00 Co1-4 23 0.00 0.79 -0.01 -0.26 0.00 Col-4 24 0.00 0.79 -0.01 -0.46 0.00 Col-4 25 0.00 0.79 -0.01 -0.26 0.00 Co1-4 26 0.00 0.79 -0.01 -0.46 0.00 Co1-4 27 0.00 0.79 -0.01 -0.46 0.00 Co1-4 28 0.00 0.79 0.00 0.00 0.00 Co1-4 29 0.00 0.79 0.00 0.00 0.00 Co1-4 30 0.00 0.79 0.02 1.00 0.00 Co1-4 31 0.00 0.79 0.03 1.52 0.00 Co1-4 32 0.00 0.79 0.04 2.00 0.00 Co1-4 33 0.00 0.79 0.02 1.00 0.00 Co1-4 34 0.00 0.79 0.03 1.48 0.00 Co1-4 35 0.00 0.79 0.04 2.00 0.00 Co1-4 36 0.00 0.79 0.03 1.52 0.00 Co1-5 1 0.00 0.77 0.02 0.72 0.00 Co1-5 2 0.00 0.77 0.01 0.49 0.00 Co1-5 3 0.00 0.77 0.01 0.44 0.00 Co1-5 4 0.00 0.77 0.00 -0.13 0.00 Co1-5 5 0.00 0.77 0.00 -0.06 0.00 1-5 6 0.00 0.77 0.00 -0.13 0.00 J1-5 7 0.00 0.77 0.00 0.16 0.00 Co1-5 8 0.00 0.77 0.00 0.15 0.00 Co1-5 9 0.00 0.77 0.00 0.03 0.00 Co1-5 10 0.00 0.77 0.00 0.03 0.00 Co1-5 11 0.00 0.77 0.00 -0.06 0.00 Co1-5 12 0.00 0.77 0.00 -0.13 0.00 Co1-5 13 0.00 0.77 0.01 0.39 0.00 Co1-5 14 0.00 0.77 0.01 0.33 0.00 Col-5 15 0.00 0.77 0.02 0.72 0.00 Col-5 16 0.00 0.77 0.01 0.39 0.00 Co1-5 17 0.00 0.77 0.02 0.78 0.00 Co1-5 18 0.00 0.77 0.02 0.72 0.00 Co1-5 19 0.00 0.77 0.01 0.33 0.00 Co1-5 20 0.00 0.77 0.00 0.04 0.00 Co1-5 21 0.00 0.77 0.00 0.01 0.00 Co1-5 22 0.00 0.77 0.01 0. 67 0.00 Co1-5 23 0.00 0.77 0.00 -0.09 0.00 Col-5 24 0.00 0.77 0.00 -0.15 0.00 Col-5 25 0.00 0.77 0.00 -0.09 0.00 Col-5 26 0.00 0.77 0.00 -0.15 0.00 Co1-5 27 0.00 0.77 0.00 -0.15 0.00 Col-5 28 0.00 0.77 0.00 0.00 0.00 Col-5 29 0.00 0.77 0.00 0.00 0.00 Co1-5 30 0.00 0.77 0.01 0.34 0.00 Co1-5 31 0.00 0.77 0.01 0.28 0.00 Col-5 32 0.00 0.77 0.01 0.67 0.00 Col-5 33 0.00 0.77 0.01 0.34 0.00 Col-5 34 0.00 0.77 0.02 0.73 0.00 Col-5 35 0.00 0.77 0.01 0.67 0.00 Col-5 36 0.00 0.77 0.01 0.28 0.00 ££'0 T0'0- 9Z Z-Jell E£'0 00'0 SZ Z-3e11 E£'0 TO'0- bZ Z-3eli ££'0 T0'0- £Z Z-Jell EE'0 00'0 ZZ Z-Jell E£'0 00'0 TZ Z-Jell ££'0 00'0 OZ Z-Jell EE'0 00'0 61 Z-Jell £E'0 T0'0- 8T Z-Jell E£'0 TO'0- TE T-Jett EE'0 TO'0- OE T-Jell EE'0 00'0 6Z T-Jell EE'0 T0'0- 8Z T-3eli EE'0 00'0 LZ I-Jell EE'0 TO'0- 9Z i-Jell EE'0 TO'0- CZ T-Jell EE'0 TO'0- bZ T-Jell EE'0 i0'0- EZ T-Jell E£'0 00'0 ZZ T-Jell £E'0 00'0 TZ T-Jell E£'0 00'0 OZ T-;ell E£'O 00'0 61 T-Jell EE'0 T0'0- 8T T-Jell MOTTO' oTeO PI PI (ui)uoT3oaijaa peon' maw SNOI,LO3'I33Q E2EIN314 1I3s3'd21 TO'0- LT Z-J, TO'0- 91 Z-Jell TO'0- Si Z-Jell 00'0 VT Z-Jel T0'0- £T Z-JET T0'0- ZT Z-Jell 00'0 IT Z-Jell 00'0 0T Z-3e21 00'0 6 Z-3eli 00'0 8 Z-3e11 00'0 L Z-3e11 00'0 9 Z-;ell 00'0 S Z-JET 00'0 b Z-3e1; 00'0 E Z-Jell 00'0 Z Z-3e1 T0'0- T Z-Jell TO'0- LT T-Jell TO'0- 9T T-Jell 00'0 CT T-3e11 T0'0- PT T-3e11 00'0 ET T-Jell T0'0- ZT T-Jell T0'0- TT T-Jell 00'0 0T T-;ell 00'0 6 T-Jell 00'0 8 T-Jell 00'0 L T-3ell 00'0 9 T-Jell 00'0 S T-3elI 00'0 b T-Jr 00'0 £ T-3� 00'0 Z i-Jell TO'0- T T-Jell LI aged Ino•g-saQnng SOOZ/ZZ/9 6/22/2005 EwDes-R.out Page 18 Raf-2 27 -0.01 0.33 Raf-2 28 0.00 0.33 Raf-2 29 -0.01 0.33 'af-2 30 -0.01 0.33 .af-2 31 -0.01 0.33 14888 Rafter Splice Report 6/ 2/05 1:48pm Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 3 0.0 0.0 0.000 16 0.0 0.7 0.0 0 0.000 0.00 0.00 14888 Base Plate & Anchor Bolt Design 6/ 2/05 1:48pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 4.0 0.8 -0.2 0.0 2 0.750 3.00 Col-2 4.0 2.1 -0.5 0.2 2 0.750 3.00 Col-3 4.0 1.5 -0.3 0.2 2 0.750 3.00 Col-4 4.0 2.1 -0.5 0.2 2 0.750 3.00 Col-5 4.0 0.8 -0.2 0.0 2 0.750 3.00 i '8 Flush Girt Design Report 6/ 2/05 1:48pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 0 2 0 3 0 4 0 GIRT SPAN: Bay No. Girt Id Id Girt J 1 0 2 0 3 0 4 0 GIRT SIZE: Bay No. Girt Id Id Girt 1 0 2 0 3 0 4 0 GIRT INSIDE FLANGE BRACE: 6/22/2005 EwDes-R.out Page 19 No._Brace/Bay 1 2 3 4 1 0 0 0 14888 Endwall Diagonal Bracing Summary 6/ 2/05 1:48pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow =Open Wall Calc = 0.0 WARNING: No Bracing On Open Wall 14888 Wall Panel Report 6/ 2/05 1:48pm PANEL DATA: Bay Part Type Gage Yield 2 R-26 R 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1.75 WP 0.0 144.9 0.00 -5.1 128.0 0.04 0.00 0.17 0.01 WS 0.0 144.9 0.00 6.8 144.9 0.05 0.00 0.17 0.02 14888 Endwall Design Warning Report 6/ 2/05 1:48pm WARNING: No Bracing On Open Wall _ 1_ see Di( 14888 Endwall Weight Summary 6/ 2/05 1:48pm FORCED SPACING: (Design warnings occured) Total Column Weight = 78.77 Total Rafter Weight = 71.86 Total Girt Weight = 0.00 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 33.00 Total Endwall Weight = 183.64 END WALL DESIGN (DESIGN OF FRAME TYPE G) I ENDWALL DESIGN (DESIGN OF RAFTER NEAR EW WITH COLUMNS AT 5 FT ON-CENTER) 6/22/2005 EW.out Page 1 II *14888 Endwall Design Input 5/31/05 2:40pm * **************************** II * DESIGN OF EXTRA RAFTER * * AT EW WITH CLMS AT 5' OC * **************************** * II * (1)JOBID: '14888' 11 * (2) PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'L' 'Y' 'Y' 'Y' 'Y' 4 1.00 ' * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUSOI' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind II * Steel_Yield(ksi ) ---Stress_Ratio--- Strength * Web Flg C_Sec W_Sec R_Sec U_Sec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * (. ..E PORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' Ty, '2"Y' tyl Tyf * (7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 0.000 10.0000 8.9167 0.000 20.0000 8.5000 0.000 20.0000 0.0000 0.000 * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 10.0000 0.0000 1 5.0000 4 * (10) FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 6/22/2005 EW.out page 2 * (11)WIDE OPENING LAYOUT: *----Open--- Bay_Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight C * (12)WIDE OPENING—AND STRUT FRAMING: — -- *-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max Spc Horz Vert 0 * (13)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (14)COLUMNS: * --LeftCorner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max_UnBr Base ' Ro t• Type Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'C ' 6.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * tuber Rafter Size N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 1 5.0000 'S7' 3 2 0.0000 'S7' 5.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt MaxUnbr*Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Ye 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 2 0.000 3 0.000 2 3.336 1 3.336 2 6/22/2005 EW.out Page 3 3 0.000 2 3.336 1 3.336 3 * ( PANELS/RF COLUMNS: Wall Insulation RF Interior_Columns * Panel Use Thick No. Locate— "N'' 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order Of Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 1y1 'N' 'N' 'N' * (25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 44.9 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right '-' 0.00 0 * (28)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 * (. ,EAVE EXTENSION: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (30)CANOPY: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 * (31)FACIA/PARAPET . * *Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 *(32) FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (3R)ADJACENT BUILDING: 6/22/2005 EW.out Page 4 * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 0 0 * (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * * *Ext*Id Dead Collat Live Ext_Beam Facia/Parapet Facia/Parapet_Girt Press Suct Press Suct Press Suct * (35)BASIC LOADS: ' * - Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.9 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.00 1.00 1.00 * (36)BASIC LOADS AT EAVE: * Seis_Coeff Seis Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.05 0.14 0.00 0.00 * (37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 5.0 -5.0 . . Column 5.0 -5.0 . . Girt/Header 5.0 -5.0 . . Jamb 5.0 -5.0 . . Panel 5.0 -5.0 . . Parapet Girt * (38)WIND COEFFICIENTS: * rf Rafter_Wind_1 Rafter_Wind_2 Bracing_Wind Long Surface * _d Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.42 -0.60 0.00 0.00 2 -1.23 -0.70 -0.87 -0.34 -1.23 -0.70 -1.23 0.00 3 -0.70 -1.23 -0.34 -0.87 -0.70 -1.23 -1.23 0.00 4 0.00 0.00 0.00 0.00 -0.60 0.42 0.00 0.00 * (39)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 22 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 10 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6/22/2005 EW.out Page 5 II 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 I 22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 * ( COLUMN & BRACING DESIGN LOADS: Deflection *II - - *Load Snow/ Rafter Wind Brace Wind Long Column Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 II 2 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 II 7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 * (41)RAFTER DESIGN LOADS: * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 Long Aux_Load *Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef 20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 II 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 II 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 * (42)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 Long Aux_Load *Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef 10 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 * (43)AUXILIARY LOADS: 6/22/2005 EW.out Page 6 II * No. Aux Aux No._Add Add_Load II * Aux Id Name Combs Id Coef 0 II * (44)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY M X Y . .Conc II * Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif 0 * (45)GIRT LAPS: * * Data Set 1 Set 2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 * (46)GIRT STRAPS: * * Data ---Set_i--- ---Set_2--- ---Set_3--- ---Set_4--- ' *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 14888 Endwall Design Code 6/14/05 2:22pm II STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Column & Rafter Design 6/14/05 2:22pm MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.0 16X30C19 16.00 0.046 3.00 0.046 8.2 35.6 Col-2 5.0 4X25C16 4.00 16ga 2.50 16ga 8.5 17.0 Col-3 10.0 4X25C16 4.00 16ga 2.50 16ga 8.7 17.4 Col-4 15.0 4X25C16 4.00 16ga 2.50 16ga 8.5 17.0 Col-5 20.0 16X30C19 16.00 0.046 3.00 0.046 8.2 35.6 Raf-1 6X20C16 6.00 16ga 2.00 16ga 5.0 11.5 Raf-2 6X20C16 6.00 16ga 2.00 16ga 5.0 11.5 Raf-3 6X20C16 6.00 16ga 2.00 16ga 5.0 11.5 CT ... 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0.00 0.01 0.01 0.01 f-1 9 0.00 0.00 0.01 0.01 0.01 .f-1 10 0.00 0.05 0.07 0.07 0.00 0.07 Raf-1 11 0.00 0.01 0.01 0.01 0.01 Raf-1 12 0.00 0.00 0.00 0.00 0.00 Raf-1 13 0.00 0.22 0.30 0.30 0.06 0.30 Raf-1 14 0.00 0.05 0.08 0.07 0.00 0.08 Raf-1 15 0.00 0.03 0.05 0.05 0.05 Raf-1 16 0.00 0.04 0.06 0.05 0.06 Raf-1 17 0.00 0.01 0.02 0.02 0.02 Raf-1 18 0.00 0.05 0.08 0.08 0.00 0.08 Raf-1 19 0.00 0.00 0.00 0.00 0.00 Raf-1 20 0.00 0.00 0.00 0.00 0.00 Raf-2 1 0.00 0.23 0.32 0.27 0.07 0.32 Raf-2 2 0.00 0.05 0.07 0.07 0.00 0.07 Raf-2 3 0.00 0.02 0.04 0.04 0.04 Raf-2 4 0.00 0.03 0.05 0.05 0.05 Raf-2 5 0.00 0.01 0.01 0.01 0.01 Raf-2 6 0.00 0.04 0.06 0.05 0.00 0.06 Raf-2 7 0.00 0.04 0.06 0.06 0.00 0.06 I Raf-2 8 0.00 0.00 0.01 0.01 0.01 Raf-2 9 0.00 0.00 0.01 0.01 0.01 Raf-2 10 0.00 0.05 0.07 0.07 0.00 0.07 Raf-2 11 0.00 0.01 0.01 0.01 0.01 Raf-2 12 0.00 0.00 0.00 0.00 0.00 Raf-2 13 0.00 0.22 0.31 0.31 0.06 0.31 Raf-2 14 0.00 0.05 0.08 0.08 0.00 0.08 Raf-2 15 0.00 0.03 0.05 0.05 0.05 Raf-2 16 0.00 0.04 0.06 0.06 0.06 Raf-2 17 0.00 0.01 0.02 0.02 0.02 Raf-2 18 0.00 0.05 0.08 0.08 0.00 0.08 Raf-2 19 0.00 0.00 0.00 0.00 0.00 f-2 20 0.00 0.00 0.00 0.00 0.00 .f-3 1 0.00 0.23 0.32 0.27 0.07 0.32 Raf-3 2 0.00 0.02 0.04 0.04 0.04 Raf-3 3 0.00 0.05 0.07 0.07 0.00 0.07 Raf-3 4 0.00 0.01 0.01 0.01 0.01 Raf-3 5 0.00 0.03 0.05 0.05 0.05 Raf-3 6 0.00 0.04 0.06 0.06 0.00 0.06 Raf-3 7 0.00 0.04 0.06 0.05 0.00 0.06 Raf-3 8 0.00 0.00 0.01 0.01 0.01 Raf-3 9 0.00 0.00 0.01 0.01 0.01 Raf-3 10 0.00 0.05 0.07 0.07 0.00 0.07 Raf-3 11 0.00 0.01 0.01 0.01 0.01 Raf-3 12 0.00 0.00 0.00 0.00 0.00 Raf-3 13 0.00 0.22 0.30 0.30 0.06 0.30 Raf-3 14 0.00 0.03 0.05 0.05 0.05 Raf-3 15 0.00 0.05 0.08 0.08 0.00 0.08 Raf-3 16 0.00 0.01 0.02 0.02 0.02 Raf-3 17 0.00 0.04 0.06 0.06 0.06 Raf-3 18 0.00 0.05 0.08 0.08 0.00 0.08 Raf-3 19 0.00 0.00 0.00 0.00 0.00 Raf-3 20 0.00 0.00 0.00 0.00 0.00 Raf-4 1 0.00 0.23 0.32 0.27 0.07 0.32 Raf-4 2 0.00 0.02 0.04 0.04 0.04 Raf-4 3 0.00 0.05 0.07 0.06 0.00 0.07 Raf-4 4 0.00 0.01 0.01 0.01 0.01 Raf-4 5 0.00 0.03 0.05 0.04 0.05 Raf-4 6 0.01 0.04 0.06 0.06 0.00 0.06 Raf-4 7 0.00 0.04 0.06 0.05 0.00 0.06 Raf-4 8 0.00 0.00 0.01 0.01 0.01 Raf-4 9 0.00 0.00 0.01 0.01 0.01 Raf-4 10 0.00 0.05 0.07 0.07 0.00 0.07 6/22/2005 EW.out Page 13 Raf-4 11 0.00 0.01 0.01 0.01 0.01 Raf-4 12 0.00 0.00 0.00 0.00 0.00 Raf-4 13 0.00 0.22 0.31 0.31 0.06 0.31 f-4 14 0.00 0.03 0.05 0.05 0.05 if-4 15 0.00 0.05 0.08 0.07 0.00 0.08 Raf-4 16 0.00 0.01 0.02 0.02 0.02 Raf-4 17 0.00 0.04 0.06 0.05 0.06 Raf-4 18 0.00 0.05 0.08 0.08 0.00 0.08 Raf-4 19 0.00 0.00 0.00 0.00 0.00 Raf-4 20 0.00 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection(in) Reaction(k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-1 1 0.00 -0.03 0.88 0.00 Col-1 2 0.00 -0.03 0.88 0.00 Col-1 3 0.00 -0.02 0.54 0.00 Col-1 4 0.00 -0.02 0.60 0.00 Col-1 5 0.00 -0.02 0.54 0.00 Col-1 6 0.00 0.01 -0.15 0.00 Col-1 7 0.00 0.00 -0.07 0.00 Col-1 8 0.00 0.01 -0.15 0.00 Col-1 9 0.00 -0.01 0.20 0.00 Col-1 10 0.00 -0.01 0.20 0.00 Col-1 11 0.00 0.00 0.04 0.00 Col-1 12 0.00 0.00 0.04 0.00 Col-1 13 0.00 0.00 0.07 0.00 Col-1 14 0.00 0.00 0.01 0.00 Col-1 15 0.00 -0.03 0.80 0.00 Col-1 16 0.00 0.01 -0.19 0.00 Col-1 17 0.00 0.00 -0.11 0.00 1-1 18 0.00 0.01 -0.19 0.00 J1-1 19 0.00 0.00 -0.11 0.00 Col-1 20 0.00 0.01 -0.19 0.00 Col-1 21 0.00 0.00 0.00 0.00 Col-1 22 0.00 0.00 0.00 0.00 Col-2 1 0.00 0.03 1.70 0.00 Col-2 2 0.06 0.14 1.70 0.00 Col-2 3 0.00 0.02 1.02 0.00 Col-2 4 0.00 0.02 1.14 0.00 Col-2 5 0.00 0.02 1.02 0.00 Col-2 6 0.00 -0.01 -0.33 0.00 Col-2 7 0.00 0.00 -0.17 0.00 Col-2 8 0.00 -0.01 -0.33 0.00 Col-2 9 0.00 0.01 0.34 0.00 Col-2 10 0.00 0.01 0.34 0.00 Col-2 11 0.00 0.00 0.05 0.00 Col-2 12 0.00 0.00 0.05 0.00 Col-2 13 0.00 0.00 0.08 0.00 Col-2 14 0.00 0.00 0.03 0.00 Col-2 15 0.00 0.03 1.60 0.00 Col-2 16 0.00 -0.01 -0.38 0.00 Col-2 17 0.00 0.00 -0.22 0.00 Col-2 18 0.00 -0.01 -0.38 0.00 Col-2 19 0.00 0.00 -0.22 0.00 Col-2 20 0.00 -0.01 -0.38 0.00 Col-2 21 0.00 0.00 0.00 0.00 Col-2 22 0.00 0.00 0.00 0.00 Col-3 1 0.00 0.03 1.70 0.00 Col-3 2 0.07 0.14 1.70 0.00 Col-3 3 0.00 0.02 1.08 0.00 Col-3 4 0.00 0.02 1.08 0.00 TO'0 Z I-3pn SO'0- T T-3221 00'0 00'0 00'0 00'0 ZZ S-T0D 00'0 00'0 00'0 00'0 TZ S-ToD 00'0 6T'0- IO'0 00'0 0Z S-T°D 00'0 6T'0- TO'0 00'0 61 S-T0J 00'0 IT'0- 00'0 00'0 8T S-I°D 00'0 61'0- T0'0 00'0 LT S-T0D 00'0 TT'0- 00'0 00'0 91 S-T°D 00'0 08'0 £0'0- 00'0 ST S-T00 00'0 T0'0 00'0 00'0 PT S-To3 00'0 L0'0 00'0 00'0 £T S-T°J 00'0 b0'0 00'0 00'0 ZI S-T°D 00'0 60'0 00'0 00'0 TT S-103 00'0 OZ'0 TO'0- 00'0 0T S-To3 00'0 OZ'O TO'0- 00'0 6 S-T03 00'0 SI40- IO'0 00'0 8 S-T03 00'0 SI'0- i0'0 00'0 L S-T°D 00'0 L0'0- 00'0 00'0 9 5-103 00'0 6S'0 ZO'0- 00'0 S S-T03 00'0 6S'0 Z0'0- 00'0 b S-T03 00'0 09'0 ZO'0- 00'0 £ S-To3 00'0 88'0 £0'0- 00'0 Z S-T00 00'0 88'0 £0'0- 00'0 T S-T03 00'0 00'0 00'0 00'0 ZZ b-T0D 00'0 00'0 00'0 00'0 TZ 6-T00 00'0 8£'0- T0'0- 00'0 0Z 6-T03 00'0 8£'0- 10'0- 00'0 61 6-T0D 00'0 ZZ'0- 00'0 00'0 8T 6-Tr 00'0 8£'0- TO'0- 00'0 Li 6-T 00'0 ZZ'0- 00'0 00'0 9T 6-T03 00'0 09'T £0'0 00'0 ST 6-T03 00'0 £0'0 00'0 00'0 6T b-T°D 00'0 80'0 00'0 00'0 £1 b-103 00'0 SO'0 00'0 00'0 ZT 6-T03 00'0 S0'0 00'0 00'0 TT 6-T03 00'0 6£'0 T0'0 00'0 01 6-I03 00'0 b£'0 T0'0 00'0 6 6-I03 00'0 ££'0- T0'0- 00'0 8 6-T03 00'0 ££'0- IO'0- 00'0 L 6-T00 00'0 LT'0- 00'0 00'0 9 6-TOD 00'0 Z0' 1 ZO'0 00'0 S 6-T03 00'0 Z0'T Z0'0 00'0 6 6-T00 00'0 6T'T Z0'0 00'0 £ 6-T03 00'0 0L'T bT'0 90'0 Z 6-T0D 00'0 OL'T £0'0 00'0 T 6-T03 00'0 00'0 00'0 00'0 ZZ £-103 00'0 00'0 00'0 00'0 IZ £-T03 00'0 8£'0- TO'0- 00'0 0Z £-T03 00'0 0£'0- TO'0- 00'0 6T £-T03 00'0 0£'0- I0'0- 00'0 81 £-T03 00'0 0£'0- TO'0- 00'0 LT £-T03 00'0 0£'0- T0'0- 00'0 91 £-T03 00'0 09'T £0'0 00'0 ST £-T03 00'0 £0'0 00'0 00'0 bi £-T03 00'0 80'0 00'0 00'0 £T £-T°D 00'0 60'0 00'0 00'0 ZT £-T03 00'0 60'0 00'0 00'0 TT £-T0D 00'0 6£'0 T0'0 00'0 0T £-T03 00'0 6£'0 I0'0 00'0 6 £-Tr 00'0 ££'0- T0'0- 00'0 8 £-I 00'0 SZ'0- TO'0- 00'0 L £-T03 00'0 SZ'0- TO'0- 00'0 9 £-I°D 00'0 Z0'T ZO'0 00'0 S £-T0D hi a ud ;ncrmg SOOZ/ZZ/9 6/22/2005 EW.out Page 15 Raf-1 3 0.00 Raf-1 4 0.01 Raf-1 5 0.00 f-1 6 -0.01 .f-1 7 -0.01 Raf-1 8 0.00 Raf-1 9 0.00 Raf-1 10 0.01 Raf-1 11 0.00 Raf-1 12 0.00 Raf-1 13 -0.04 Raf-1 14 0.01 Raf-1 15 0.01 Raf-1 16 0.01 Raf-1 17 0.00 Raf-1 18 0.01 Raf-1 19 0.00 Raf-1 20 0.00 Raf-2 1 -0.05 Raf-2 2 0.01 Raf-2 3 0.00 Raf-2 4 0.01 Raf-2 5 0.00 Raf-2 6 -0.01 Raf-2 7 -0.01 Raf-2 8 0.00 Raf-2 9 0.00 Raf-2 10 0.01 Raf-2 11 0.00 Raf-2 12 0.00 Raf-2 13 -0.04 Raf-2 14 0.01 Raf-2 15 0.01 Raf-2 16 0.01 f-2 17 0.00 .f-2 18 0.01 Raf-2 19 0.00 Raf-2 20 0.00 Raf-3 1 -0.05 Raf-3 2 0.00 Raf-3 3 0.01 Raf-3 4 0.00 Raf-3 5 0.01 Raf-3 6 -0.01 Raf-3 7 -0.01 Raf-3 8 0.00 Raf-3 9 0.00 Raf-3 10 0.01 Raf-3 11 0.00 Raf-3 12 0.00 Raf-3 13 -0.04 Raf-3 14 0.01 Raf-3 15 0.01 Raf-3 16 0.00 Raf-3 17 0.01 Raf-3 18 0.01 Raf-3 19 0.00 Raf-3 20 0.00 Raf-4 1 -0.05 Raf-4 2 0.00 Raf-4 3 0.01 Raf-4 4 0.00 Raf-4 5 0.01 Raf-4 6 -0.01 Raf-4 7 -0.01 6/22/2005 EW.out Page 16 Raf-4 8 0.00 Raf-4 9 0.00 Raf-4 10 0.01 f-4 11 0.00 .f-4 12 0.00 Raf-4 13 -0.04 Raf-4 14 0.01 Raf-4 15 0.01 Raf-4 16 0.00 Raf-4 17 0.01 Raf-4 18 0.01 Raf-4 19 0.00 Raf-4 20 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col-1 23 0.00 0.82 Col-1 24 0.00 0.82 Col-1 25 0.00 0.82 Col-1 26 0.00 0.82 Col-1 27 0.00 0.82 Col-1 28 0.00 0.82 Col-1 29 0.00 0.82 Col-1 30 0.00 0.82 Col-1 31 0.00 0.82 Col-1 32 0.00 0.82 Col-1 33 0.00 0.82 Col-1 34 0.00 0.82 Col-2 23 0.00 0.85 Col-2 24 0.06 0.85 'ol-2 25 0.06 0.85 ,o1-2 26 -0.06 0.85 Col-2 27 0.06 0.85 Col-2 28 0.06 0.85 Col-2 29 0.00 0.85 Col-2 30 0.00 0.85 Col-2 31 0.00 0.85 Col-2 32 0.00 0.85 Col-2 33 0.00 0.85 Col-2 34 0.00 0.85 Col-3 23 0.00 0.87 Col-3 24 0.07 0.87 Col-3 25 0.07 0.87 Col-3 26 -0.07 0.87 Col-3 27 0.07 0.87 Col-3 28 0.07 0.87 Col-3 29 0.00 0.87 Col-3 30 0.00 0.87 Col-3 31 0.00 0.87 Col-3 32 0.00 0.87 Col-3 33 0.00 0.87 Col-3 34 0.00 0.87 Col-4 23 0.00 0.85 Col-4 24 0.06 0.85 Col-4 25 0.06 0.85 Col-4 26 -0.06 0.85 Col-4 27 0.06 0.85 Col-4 28 0.06 0.85 Col-4 29 0.00 0.85 Col-4 30 0.00 0.85 Col-4 31 0.00 0.85 6/22/2005 EW.out Page 17 Col-4 32 0.00 0.85 Col-4 33 0.00 0.85 Col-4 34 0.00 0.85 '01-5 23 0.00 0.82 ,o1-5 24 0.00 0.82 Col-5 25 0.00 0.82 Col-5 26 0.00 0.82 Col-5 27 0.00 0.82 Col-5 28 0.00 0.82 Col-5 29 0.00 0.82 Col-5 30 0.00 0.82 Col-5 31 0.00 0.82 Col-5 32 0.00 0.82 Col-5 33 0.00 0.82 Col-5 34 0.00 0.82 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Raf-1 21 -0.05 0.33 Raf-1 22 0.01 0.33 Raf-1 23 0.00 0.33 Raf-1 24 0.01 0.33 Raf-1 25 0.00 0.33 Raf-1 26 -0.05 0.33 Raf-1 27 -0.05 0.33 Raf-1 28 0.00 0.33 Raf-1 29 0.00 0.33 Raf-1 30 0.01 0.33 Raf-2 21 -0.05 0.33 Raf-2 22 0.01 0.33 of-2 23 0.00 0.33 .af-2 24 0.01 0.33 Raf-2 25 0.00 0.33 Raf-2 26 -0.05 0.33 Raf-2 27 -0.05 0.33 Raf-2 28 0.00 0.33 Raf-2 29 0.00 0.33 Raf-2 30 0.01 0.33 Raf-3 21 -0.05 0.33 Raf-3 22 0.00 0.33 Raf-3 23 0.01 0.33 Raf-3 24 0.00 0.33 Raf-3 25 0.01 0.33 Raf-3 26 -0.05 0.33 Raf-3 27 -0.05 0.33 Raf-3 28 0.00 0.33 Raf-3 29 0.00 0.33 Raf-3 30 0.01 0.33 Raf-4 21 -0.05 0.33 Raf-4 22 0.00 0.33 Raf-4 23 0.01 0.33 Raf-4 24 0.00 0.33 Raf-4 25 0.01 0.33 Raf-4 26 -0.05 0.33 Raf-4 27 -0.05 0.33 Raf-4 28 0.00 0.33 Raf-4 29 0.00 0.33 Raf-4 30 0.01 0.33 6/22/2005 EW.out Page 18 14888 Rafter Splice Report 6/14/05 2:22pm _ice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 2 5.0 0.0 0.000 26 0.0 0.8 0.0 0 0.000 0.00 0.00 2 S7 3 0.0 0.0 0.000 26 0.0 0.8 0.0 0 0.000 0.00 0.00 3 S7 3 5.0 0.0 0.000 27 0.0 0.8 0.0 0 0.000 0.00 0.00 19888 Base Plate & Anchor Bolt Design 6/14/05 2:22pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 16.0 0.9 -0.2 0.0 2 0.750 3.00 Col-2 4.0 1.7 -0.4 0.1 2 0.750 3.00 Col-3 4.0 1.7 -0.4 0.1 2 0.750 3.00 Col-4 4.0 1.7 -0.4 0.1 2 0.750 3.00 Col-5 16.0 0.9 -0.2 0.0 2 0.750 3.00 19888 Flush Girt Design Report 6/14/05 2:22pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 4.250 2 1 4.250 3 1 4.250 4 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 1 4.292 2 1 4.333 3 1 4.333 4 1 4.292 GIRT SIZE: Bay No. Girt Id Id Girt 1 1 1 4X25C16 2 1 4X25C16 3 1 4X25C16 4 1 4X25C16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 0 0 0 0 GIRT ACTIONS: 6/22/2005 EW.out Page 19 Bay Girt Ld --Shear(k ) --- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 2 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 3 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 4 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 14888 Endwall Diagonal Bracing Summary 6/14/05 2:22pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 44.9 Calc = 13.3 BRACING NOT REQUIRED 19888 Wall Panel Report 6/14/05 2:22pm F. _L DATA: Bay Part Type Gage Yield 2 R-29 R 29.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 12.0 105.2 0.11 -6.1 72.1 0.08 -0.02 0.43 0.04 WS -12.0 72.1 0.17 6.1 105.2 0.06 0.02 0.43 0.04 2 4.51 WP 12.0 105.2 0.11 -7.4 72.1 0.10 -0.03 0.45 0.06 WS -12.0 72.1 0.17 7.4 105.2 0.07 0.03 0.45 0.06 14888 Endwall Design Warning Report 6/14/05 2:22pm . . No Warnings 14888 Endwall Weight Summary 6/14/05 2:22pm 6/22/2005 EW.out Page 20 FORCED SPACING: Total Column Weight = 122.70 Total Rafter Weight = 46.04 Total Girt Weight = 34.67 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 46.20 Total Endwall Weight = 249.61 l MAIN RAFTER CFS Version 4.12 Page 1 Analysis: 14888 Main Rafter.anl T. James Eisenman Jr. Main Frame Rafter Code Building Systems FO-14888 Rev. Date: 6/1/2005 2:07:27 PM By: T. James Eisenman Jr. Analysis Inputs Members Section File Revision Date and Time 1 08x35C92.esn.sct 11/24/2003 9:19:56 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.000 10.009 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XT 3.336 1.000 No 1.0000 3 XT 6.673 1.000 No 1.0000 4 XYT 10.009 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 10.0 10.0 lb 2 Concentrated 90.000 3.295 NA -63.3 NA lb Bearing Length 1.000 in 3 Concentrated 90.000 6.631 NA -63.3 NA lb Bearing Length 1.000 in Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 3.295 NA -33.3 NA lb Bearing Length 1.000 in 2 Concentrated 90.000 6. 631 NA -33.3 NA lb Bearing Length 1.000 in Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 120.0 120.0 lb 2 Concentrated 90.000 3.295 NA -2133.3 NA lb Bearing Length 1.000 in 3 Concentrated 90.000 6. 631 NA -2133.3 NA lb Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Main Rafter.anl T. James Eisenman Jr. Main Frame Rafter Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:07:27 PM By: T. James Eisenman Jr. Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 -30.0 -30.0 lb 2 Concentrated 90.000 3.295 NA 504 .7 NA lb Bearing Length 1.000 in 3 Concentrated 90.000 6.631 NA 504.7 NA lb Bearing Length 1.000 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 50.0 50.0 lb Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Collateral Load 1.0000 4 Live Load 1.0000 Load Combination: 0. 60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 1.0000 Load Combination: D+C+0. 15*L+E Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Collateral Load 1.0000 4 Earthquake Load 1.0000 5 Live Load 0.1500 CFS Version 4.12 Page 3 Analysis: 14888 Main Rafter.anl T. James Eisenman Jr. Main Frame Rafter Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:07:27 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 5.006 ft: Lx 10. 009 ft Ly 3.336 ft Lt 3.336 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 08x35C92.esn.sct Cbx 1.0001 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0. 130 7.5013 0.000 0. 0000 0.000 Applied 0. 130 7.5013 0.000 0. 0000 0.000 Strength 24 .557 8.5324 9.312 2. 5713 10. 924 Effective section properties at applied loads: Ae 1.43839 in^2 Ixe 14 .541 in/ 4 Iye 2. 184 in/ 4 Sxe (t) 3.6137 in^3 Sye (1) 2. 1276 in^3 Sxe (b) 3. 6571 in^3 Sye (r) 0. 9057 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.005 + 0.880 + 0. 000 = 0. 885 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.005 + 0.879 + 0.000 = 0.884 <= 1.0 AISI Eq. C3. 3. 1-1 (Mx, Vy) 0.773 + 0.000 = 0.773 <= 1.0 AISI Eq. C3. 3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Maximum Shears, Moments, and Deflections Envelope of All Combinations Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.0000 2.2546 2.2546 10.009 -2.2545 0.0000 2.2545 Location Moment Location Deflection (ft) (k-ft) (ft) (in) 3.377 -1.5240 5.004 -0.31982 5.006 7 .5013 6. 632 -1.5240 CENTRAL COLUMNS CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr. Central Column, FL A Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:10:37 PM By: T. James Eisenman Jr. $ Analysis Inputs Members Section File Revision Date and Time 1 4D16.sct 6/1/2005 9:22:21 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.2500 Top 0.0000 0.0000 2.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1 .0000 2 XT 4 .2500 1.000 No 1 .0000 3 XYT 8.2500 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 242.5 242.5 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 6400.0 6400.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 100.0 100.0 lb Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -1512. 9 -1512. 9 lb Loading: Internal Wall Press Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4 .2083 NA 139.3 NA lb Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr. Central Column, FL A Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:10:37 PM By: T. James Eisenman Jr. Load Combination: D+C+L+WallP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 4 Internal Wall Press 1.0000 Load Combination: D+C+L-WallP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 4 Internal Wall Press -1.0000 Load Combination: 0. 60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Load 1.0000 Load Combination: D+C+0.75* (L+WS+WallP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 5 Internal Wall Press 0.7500 Load Combination: D+C+0.75* (L+WS-WallP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 5 Internal Wall Press -0.7500 CFS Version 4.12 Page 3 Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr. Central Column, FL A Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:10:37 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L-Wa1lP Design Parameters at 4 .2487 ft: Lx 8.2500 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 4D16.sct Cbx 1. 6610 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 2.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 6.742 0.2856 0.000 0.0000 0.000 Applied 6.742 1. 4093 0.000 0. 0000 0.000 Strength 18 .778 3.2355 8.091 1. 2470 10. 044 Effective section properties at applied loads: Ae 1. 17966 in^2 Ixe 3.2107 in^4 Iye 1.8624 in^4 Sxe (t) 1. 6053 in^3 Sye (1) 0.7450 in^3 Sxe (b) 1. 6053 in^3 Sye (r) 0.7450 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.359 + 0.499 + 0. 000 = 0. 858 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.299 + 0.436 + 0. 000 = 0.734 <= 1.0 AISI Eq. C3.3.1-1 (Mx, Vy) 0.190 + 0.000 = 0. 190 <= 1.0 AISI Eq. C3.3.1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Maximum Shears, Moments, and Deflections Envelope of All Combinations Location Shear(1) Shear (r) Reaction (ft) (k) (k) (k) 0.0000 0.000000 -0.067539 -0.067539 8.2500 0.071761 0.000000 -0.071761 Location Moment Location Deflection (ft) (k-ft) (ft) (in) 4 .2487 -0.28559 4 . 1658 0.029692 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Corle Building Systems FO-14888 Rev. Date: 6/22/2005 1:35:33 PM By: T. James Eisenman Jr. Analysis Inputs Members Section File Revision Date and Time 1 4X25C16.sct 6/2/2005 4 :39:31 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.2500 Top 0.0000 0.0000 2.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XT 0.0000 2.000 No 1.0000 2 Y 0.0000 1.000 No 0.0000 3 XT 4 .2500 1.000 No 1.0000 4 XT 8.2500 2.000 No 1.0000 5 Y 8.2500 1.000 No 0.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 242.5 242.5 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ftl (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 6400.0 6400.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 100.0 100.0 lb Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -1512. 9 -1512.9 lb CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Corle Building Systems FO-14888 Rev. Date: 6/22/2005 1:35:33 PM By: T. James Eisenman Jr. Loading: Internal Wall Press Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4 .2083 NA 139. 3 NA lb Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 Load Combination: 0.60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Wind Load 1.0000 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:53:36 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 0.0000 ft, Right side: Lx 8 .2500 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 0.0000 Ky 1.0000 Kt 1.0000 Section: 4X25C16.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 2.0000 in Braced Flange: Top Moment Reduction, R: 0. 0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 6.7425 0.0000 0.0000 0. 0000 0.0000 Applied 6.7425 0.0000 0.0000 0. 0000 0.0000 Strength 8.2393 1. 6177 4 .0456 0.7284 5.0220 Effective section properties at applied loads: Ae 0.58983 in^2 Ixe 1. 6053 in^4 Iye 0.4893 in^4 Sxe(t) 0.80266 in^3 Sye (1) 0.56527 inA3 Sxe (b) 0.80266 in^3 Sye (r) 0.29937 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.818 + 0.000 + 0.000 = 0.818 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.598 + 0.000 + 0.000 = 0.598 <= 1.0 AISI Eq. C3.3.1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0. 000 = 0.000 <= 1.0 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-F.anl T. James Eisenman Jr. Central Column, FL F Corle Building Systems FO-14888 Rev. Date: 6/3/2005 7:50:49 AM By: T. James Eisenman Jr. Analysis Inputs Members Section File Revision Date and Time 1 4D16.sct 6/1/2005 9:22:21 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.2500 None 0.0000 0.0000 2.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XT 0.0000 2.000 No 1.0000 2 Y 0.0000 1 .000 No 0.0000 3 XT 8.2500 2.000 No 1.0000 4 Y 8.2500 1 .000 No 0.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 242.5 242.5 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 6400.0 6400.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 100.0 100.0 lb Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -1512. 9 -1512.9 lb Loading: Internal Wall Press Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 0.000 4 .2083 NA 139.3 NA lb Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-F.anl T. James Eisenman Jr. Central Column, FL F Corle Building Systems FO-14888 Rev. Date: 6/3/2005 7:50:49 AM By: T. James Eisenman Jr. Load Combination: D+C+L+WallP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 4 Internal Wall Press 1.0000 Load Combination: D+C+L-WallP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 4 Internal Wall Press -1.0000 Load Combination: 0. 60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Load 1.0000 Load Combination: D+C+0.75* (L+WS+WallP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 5 Internal Wall Press 0.7500 Load Combination: D+C+0.75* (L+WS-WallP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 5 Internal Wall Press -0.7500 CFS Version 4.12 Page 3 Analysis: 14888 Central Column.FL-F.anl T. James Eisenman Jr. Central Column, FL F Corle Building Systems FO-14888 Rev. Date: 6/3/2005 7:50:49 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L-WallP Design Parameters at 4.2487 ft: Lx 8.2500 ft Ly 8.2500 ft Lt 8.2500 ft Kx 0.0000 Ky 1.0000 Kt 1.0000 Section: 4D16.sct Cbx 1.0000 Cby 1.3270 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 2.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 6.742 0.0000 0,000 0. 2856 0.000 Applied 6.742 0.0000 0.000 0. 2856 0.000 Strength 11. 861 2.7058 8.091 1. 2470 10.044 Effective section properties at applied loads: Ae 1. 17966 in^2 Ixe 3.2107 inA4 Iye 1.8624 in^4 Sxe(t) 1. 6053 in^3 Sye (1) 0.7450 inA3 Sxe (b) 1. 6053 in^3 Sye (r) 0.7450 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.568 + 0.000 + 0.293 = 0.862 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.299 + 0.000 + 0.229 = 0.528 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0 AISI Eq. C3.3.1-1 (My, Vx) 0.052 + 0.000 = 0. 052 <= 1.0 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-G.anl T. James Eisenman Jr. Central Column, FL G Corle Building Systems FO-14892 Rev. Date: 6/3/2005 7:46:12 AM By: T. James Eisenman Jr. 4 Analysis Inputs Members Section File Revision Date and Time 1 16X30C19.sct 6/1/2005 1:36:55 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8. 9167 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4 .2500 1.000 No 1.0000 3 XYT 8. 9167 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8. 9167 160.0 160.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8. 9167 3310.0 3310.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8. 9167 50.0 50.0 lb Loading: Axial Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.9167 -760.0 -760.0 lb Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.9167 108 108 lb/ft CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-G.anl T. James Eisenman Jr. Central Column, FL G Corle Building Systems FO-14892 Rev. Date: 6/3/2005 7:46:12 AM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.9167 -119 -119 lb/ft Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind Load 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind Load 0.7500 5 Wind Suction 0.7500 Load Combination: 0.6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind Load 1.0000 3 Wind Pressure 1.0000 Load Combination: 0. 6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Axial Wind Load 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 Central Column.FL-G.anl T. James Eisenman Jr. Central Column, FL G Corle Building Systems FO-14892 Rev. Date: 6/3/2005 7:46:12 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 8. 9167 ft, Left side: Lx 8. 9167 ft Ly 4 . 6667 ft Lt 4 . 6667 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 16X30C19.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3. 5200 0. 0000 0.0000 0.0000 0.0000 Applied 3.5200 0.0000 0.0000 -0. 3588 0.0000 Strength 6.3799 4 .5290 0.5510 1.2048 4 . 4539 Effective section properties at applied loads: Ae 0.74832 in^2 Ixe 38 . 402 in^4 Iye 1. 226 in^4 Sxe (t) 4 .8003 in^3 Sye (1) 0.7555 in^3 Sxe (b) 4 .8003 in^3 Sye (r) 0.8897 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.552 + 0.000 + 0.308 = 0. 860 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.508 + 0.000 + 0.298 = 0. 805 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0. 000 = 0. 000 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.089 + 0. 000 = 0.089 <= 1.0 16X30C19 element 1 w/t exceeds 60. 16X30C19 element 3 w/t exceeds 200. 16X30C19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. Maximum Shears, Moments, and Deflections Load Combination: 0. 6*D+WS Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.00000 0. 18285 0. 18285 4 .2500 -0.32290 0.34144 0. 66434 8. 9167 -0.21390 0.00000 0.21390 Location Moment Location Deflection Inflections (ft) (k-ft) (ft) (in) (ft) 1.5366 0.14048 1.7220 -0.0052519 3.0731 4 .2500 -0.29761 4 . 1004 0.0000867 5.3218 7 . 1193 0. 19223 6.8992 -0.0098698 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-H.anl T. James Eisenman Jr. Central Column, FL H Corle Building Systems FO-14892 Rev. Date: 6/2/2005 4:39:31 PM By: T. James Eisenman Jr. Analysis Inputs Members Section File Revision Date and Time 1 4X25C16.sct 6/2/2005 4 :39:31 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.2500 Top 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4 .2500 1.000 No 1.0000 3 XYT 8.2500 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 160.0 160.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 3310.0 3310.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 50.0 50.0 lb Loading: Axial Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -760.0 -760.0 lb Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4 .2083 NA -602.0 NA lb Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-H.anl T. James Eisenman Jr. Central Column, FL H Code Building Systems FO-14892 Rev. Date: 6/2/2005 4:39:31 PM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4 .2083 NA 663.0 NA lb Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind Load 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind Load 0.7500 5 Wind Suction 0.7500 Load Combination: 0. 6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind Load 1.0000 3 Wind Pressure 1.0000 Load Combination: 0. 6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind Load 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 Central Column.FL-H.anl T. James Eisenman Jr. Central Column, FL H Code Building Systems FO-14892 Rev. Date: 6/2/2005 4:39:31 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+0.75* (L+WS) Design Parameters at 4 .2487 ft: Lx 8.2500 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 4X25C16.sct Cbx 1. 6610 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 2. 1225 -1.0195 0.0000 0. 0000 0.0000 Applied 2. 1225 -1.0195 0.0000 0. 0000 0.0000 Strength 7 . 4115 1.6177 4 . 0456 0. 7166 5.0220 Effective section properties at applied loads: Ae 0.58299 in^2 Ixe 1.5886 in^4 Iye 0.4715 in/4 Sxe(t) 0.80161 in^3 Sye(1) 0.55682 in^3 pxe (b) 0.78711 in^3 Sye(r) 0.28520 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.286 + 0. 685 + 0. 000 = 0. 971 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.188 + 0. 630 + 0. 000 = 0. 818 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.397 + 0. 000 = 0. 397 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0. 000 = 0. 000 <= 1.0 Maximum Shears, Moments, and Deflections Load Combination: D+C+0.75* (L+WS) Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0. 00000 -0.24109 -0.24109 8.2500 0.25616 0.00000 -0.25616 Location Moment Location Deflection Inflections (ft) (k-ft) (ft) (in) (ft) 4 .2487 -1.0195 4 . 1658 0.21198 SIDEWALL COLUMNS CFS Version 4.12 Page 1 Analysis: 14888 BSW Column.anl T. James Eisenman Jr. BSW Column Corle Building Systems FO-14888 Rev. Date: 6/3/2005 7:54:02 AM By: T. James Eisenman Jr. l_l - 1 _ L 1 _ 1 1 _L_l_ l - Analysis Inputs Members Section File Revision Date and Time 1 4X25C16.sct 6/2/2005 4 :39:31 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 Left 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4 .2500 1.000 No 1.0000 3 XYT 8.5000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 140.0 140.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8 .5000 50.0 50.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 3200.0 3200.0 lb Loading: Max Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -430.0 -430.0 lb Loading: Min Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8 .5000 -760.0 -760.0 lb CFS Version 4.12 Page 2 Analysis: 14888 BSW Column.anl T. James Eisenman Jr. BSW Column Code Building Systems FO-14888 Rev. Date: 6/3/2005 7:54:02 AM By: T. James Eisenman Jr. Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+MaxAW) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Max Axial Wind 0.7500 Load Combination: 0. 6*D+MinAW Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Min Axial Wind 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 0.0000 ft, Right side: Lx 8.5000 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 4X25C16.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Left Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3.3900 0.0000 0.0000 0.0000 0.0000 Applied 3.3900 0.0000 0. 0000 0.0000 0. 0000 Strength 8. 8232 1. 6030 4 .0456 0.7159 5.0220 Effective section properties at applied loads: Ae 0.58983 in^2 Ixe 1. 6053 in^4 Iye 0.4893 in/ 4 Sxe (t) 0.80266 in^3 Sye (1) 0.56527 in^3 Sxe (b) 0.80266 in^3 Sye (r) 0.29937 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.384 + 0.000 + 0.000 = 0.384 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.300 + 0.000 + 0. 000 = 0.300 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0. 000 = 0.000 <= 1.0 Section does not meet all requirements of AISI C4 . 6. Value of x in AISI C4 . 6 assumed to be 0.5. CFS Version 4.12 Page 1 Analysis: 14888 BSW Column FL-F.anl T. James Eisenman Jr. BSW Column - FL F Code Building Systems FO-14888 Rev. Date: 6/3/2005 8:17:15 AM By: T. James Eisenman Jr. 4 Analysis Inputs Members Section File Revision Date and Time 1 4X25C16.sct 6/2/2005 4 :39:31 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 Top 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4 .2500 1.000 No 1.0000 3 XYT 8.5000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 140.0 140.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 50.0 50.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 3200.0 3200.0 lb Loading: Min Neg Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -430.0 -430.0 lb Loading: Max Neg Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -760.0 -760.0 lb CFS Version 4.12 Page 2 Analysis: 14888 BSW Column FL-F.anl T. James Eisenman Jr. BSW Column - FL F Corle Building Systems FO-14888 Rev. Date: 6/3/2005 8:17:15 AM By: T. James Eisenman Jr. Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.2083 NA -574 .0 NA lb Bearing Length 1.000 in Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.2083 NA 632 .0 NA lb Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Min Neg Axial Wind 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Min Neg Axial Wind 0.7500 5 Wind Suction 0.7500 Load Combination: 0. 6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Max Neg Axial Wind 1.0000 3 Wind Pressure 1.0000 Load Combination: 0. 6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Max Neg Axial Wind 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 BSW Column FL-F.anl T. James Eisenman Jr. BSW Column - FL F Cone Building Systems FO-14888 Rev. Date: 6/3/2005 8:17:15 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+0.75* (L+WS) Design Parameters at 4 .2500 ft, Left side: Lx 8.5000 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 4X25C16.sct Cbx 1. 6612 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 2.2675 -1.0023 0.0000 0. 0000 0. 0000 • Applied 2.2675 -1.0023 0.0000 0. 0000 0. 0000 Strength 7.3390 1. 6177 4 .0456 0. 7159 5. 0220 Effective section properties at applied loads: Ae 0. 58301 in^2 Ixe 1.5886 in^4 Iye 0. 4716 in^4 Sxe (t) 0.80161 in^3 Sye (1) 0. 55684 in^3 Sxe (b) 0.78716 in^3 Sye (r) 0.28524 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.309 + 0. 681 + 0 . 000 = 0. 990 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.201 + 0. 620 + 0. 000 = 0.821 <= 1. 0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.384 + 0. 000 = 0.384 <= 1. 0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0. 000 = 0.000 <= 1. 0 Maximum Shears, Moments, and Deflections Load Combination: D+C+0.75* (L+WS) Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.00000 -0.23700 -0.23700 8.5000 0.23700 0.00000 -0.23700 Location Moment Location Deflection Inflections (ft) (k-ft) (ft) (in) (ft) 4 .2500 -1.0023 4 .2500 0.22127 CFS Version 4.12 Page 1 Analysis: 14888 SW Mullion.anl T. James Eisenman Jr. SW Mullion Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:04:11 PM By: T. James Eisenman Jr. 4 Analysis Inputs Members Section File Revision Date and Time 1 16X30C19.sct 6/1/2005 1:36:55 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1 .0000 2 XT 4 .2500 1.000 No 1 .0000 3 XYT 8.5000 2.000 No 1 .0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 140.0 140.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 50.0 50.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 3200.0 3200.0 lb Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.5000 108 108 lb/ft Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.5000 -119 -119 lb/ft CFS Version 4.12 Page 2 Analysis: 14888 SW Mullion.anl T. James Eisenman Jr. SW Mullion Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:04:11 PM By: T. James Eisenman Jr. Loading: Internal Wall Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4 .2083 NA 133.0 NA lb Bearing Length 1.000 in Loading: Max Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -430.0 -430.0 lb Loading: Min Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -760.0 -760.0 lb Load Combination: D+C+L+IntWall Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 4 Internal Wall Load 1.0000 Load Combination: D+C+0.75* (L+IntWall+WP+MaxAW) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Internal Wall Load 0.7500 5 Wind Pressure 0.7500 6 Max Axial Wind 0.7500 Load Combination: D+C+0.75* (L+IntWall+WS+MaxAW) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Internal Wall Load 0.7500 5 Wind Suction 0.7500 6 Max Axial Wind 0.7500 Load Combination: 0. 6*D+WP+MinAW Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Wind Pressure 1.0000 3 Min Axial Wind 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 SW Mullion.anl T. James Eisenman Jr. SW Mullion Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:04:11 PM By: T. James Eisenman Jr. Load Combination: 0. 6*D+WS+MinAW Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Wind Suction 1.0000 3 Min Axial Wind 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L+IntWall Design Parameters at 4 .2500 ft, Left side: Lx 8.5000 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1. 0000 Section: 16X30C19.sct Cbx 1.6612 Cby 1.0000 ex 0. 0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3. 3900 -0.2812 0.0000 0. 0000 0.0000 Applied 3.3900 -0.2812 0.0000 -0.3451 0.0000 Strength 6. 4712 4 .5290 0. 5510 1. 2048 4 . 4539 Effective section properties at applied loads: Ae 0. 68009 in^2 Ixe 33. 633 in^4 Iye 1.206 in^4 Sxe (t) 4 .7176 in^3 Sye (1) 0.7345 in^3 Sxe (b) 3.7914 in^3 Sye (r) 0. 8874 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.524 + 0.062 + 0.294 = 0. 881 <= 1.0 AISI Eq. C5.2.1-2 (P, Mx, My) 0.489 + 0.062 + 0.286 = 0. 837 <= 1.0 AISI Eq. C3.3.1-1 (Mx, Vy) 0.004 + 0.000 = 0. 004 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.082 + 0.000 = 0. 082 <= 1.0 16X30C19 element 1 w/t exceeds 60. 16X30C19 element 3 w/t exceeds 200. 16X30C19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0. 8 . Maximum Shears, Moments, and Deflections Envelope of All Combinations Location Shear (1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.000000 -0.066500 -0.066500 8.5000 0.066500 0.000000 -0.066500 Location Moment Location Deflection (ft) (k-ft) (ft) (in) 4 .2500 -0.28124 4 .2500 0.0022651 Maximum Shears, Moments, and Deflections CFS Version 4.12 Page 4 Analysis: 14888 SW Mullion.anl T. James Eisenman Jr. SW Mullion Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:04:11 PM By: T. James Eisenman Jr. Load Combination: D+C+0.75* (L+IntWall+WS+MaxAW) Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.00000 0. 14224 0. 14224 4 .2500 -0.23707 0.23707 0.47414 8. 5000 -0. 14224 0.00000 0. 14224 Location Moment Location Deflection Inflections (ft) (k-ft) (ft) (in) (ft) 1.5938 0.11335 1.7915 -0.0045906 3. 1875 4 .2500 -0.20151 4 .2500 0.0000000 5.3125 6. 9063 0.11335 6.7085 -0.0045906 ENDWALL COLUMNS CFS Version 4.12 Page 1 Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr. Endwall Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. 4 Analysis Inputs Members Section File Revision Date and Time 1 16X30C19.sct 6/1/2005 1:36:55 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8. 9167 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 X 4 .2500 1.000 No 1. 0000 3 XYT 8. 9167 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.9167 90.0 90.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8. 9167 30.0 30.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.9167 2000.0 2000.0 lb Loading: Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8. 9167 -460.0 -460.0 lb Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.9167 54 54 lb/ft CFS Version 4.12 Page 2 Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr. Endwall Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8. 9167 -60 -60 lb/ft Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Suction 0.7500 Load Combination: 0.6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Axial Wind 1 .0000 3 Wind Pressure 1 .0000 Load Combination: 0.6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Axial Wind 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr. Endwall Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 8 . 9167 ft, Left side: Lx 8. 9167 ft Ly 4 . 6667 ft Lt 8. 9167 ft Kx 1.0000 Ky 1.0000 Kt 1. 0000 Section: 16X30C19.sct Cbx 1.0000 Cby 1.0000 ex 0. 0000 in Cmx 1.0000 Cmy 1.0000 ey 0. 0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 2. 1200 0.0000 0.0000 0. 0000 0.0000 Applied 2. 1200 0.0000 0.0000 -0.2113 0.0000 Strength 5.7335 4 .5290 0.5510 1.2048 4 .4539 Effective section properties at applied loads: Ae 0.82171 in^2 Ixe 40. 448 in^4 Iye 1.397 in^4 Sxe (t) 5.0560 in^3 Sye (1) 0. 9440 inA3 Sxe (b) 5.0560 in^3 Sye (r) 0. 9186 in^3 Interaction Equations AISI Eq. C5.2.1-1 (P, Mx, My) 0.370 + 0. 000 + 0. 179 = 0.549 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.306 + 0.000 + 0. 175 = 0. 481 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0 AISI Eq. C3.3.1-1 (My, Vx) 0.031 + 0.000 = 0.031 <= 1.0 16X30C19 element 1 w/t exceeds 60. 16X30C19 element 3 w/t exceeds 200. 16X30C19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. Maximum Shears, Moments, and Deflections Load Combination: D+C+0.75* (L+WS) Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.00000 0.06914 0. 06914 4 .2500 -0. 12211 0.12912 0.25122 8 . 9167 -0.08089 0.00000 0. 08089 Location Moment Location Deflection Inflections (ft) (k-ft) (ft) (in) (ft) 1 .5366 0.05312 1.7220 -0.0019860 3.0731 4 .2500 -0.11254 4 . 1004 0.0000328 5.3218 7 .1193 0.07269 6. 8992 -0.0037323 CFS Version 4.12 Page 1 Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr. Corner Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:37:24 AM By: T. James Eisenman Jr. 4 4 Analysis Inputs Members Section File Revision Date and Time 1 10X80G19.Rotated.sct 6/2/2005 11:28:50 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XYT 8.5000 2.000 No 1 .0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 40.0 40.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 10.0 10.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 730.0 730.0 lb Loading: Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -150.0 -150.0 lb Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 327.542 4 .2083 NA 290.0 NA lb Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr. Corner Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:37:24 AM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 327 . 542 4 .2083 NA -320.0 NA lb Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Suction 0.7500 Load Combination: 0. 6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind 1.0000 3 Wind Pressure 1.0000 Load Combination: 0. 6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr. Corner Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:37:24 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0. 6*D+WP Design Parameters at 4.2500 ft: Lx 8.5000 ft Ly 8.5000 ft Lt 8.5000 ft Kx 1 .0000 Ky 1.0000 Kt 1.0000 Section: 10X80G19.Rotated.sct Cbx 1 . 0000 Cby 1.0000 ex 0.0000 in Cmx 1. 0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total -0. 126 0. 3291 0.000 -0. 5174 0.000 Applied -0. 126 0.3291 0.000 -0.5174 0.000 Strength 38 .033 2.2718 1.204 1. 7947 1 .551 Effective section properties at applied loads: Ae 1. 19001 in^2 Ixe 20.946 in^4 Iye 7 .417 in^4 Sxe (t) 3.0048 in^3 Sye (1) 1. 6102 in^3 Sxe (b) 3.7045 inA3 Sye (r) 1.8170 in^3 Interaction Equations AISI Eq. C5 . 1.1-1 (Mx, My, T) 0.036 + 0.111 + 0 . 003 = 0. 150 <= 1.0 AISI Eq. C5. 1. 1-2 (Mx, My, T) 0. 145 + 0.288 - 0. 003 = 0.430 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.021 + 0. 000 = 0.021 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.083 + 0.000 = 0.083 <= 1.0 10X80G19 element 1 w/t exceeds 60. 10X80G19 element 4 w/t exceeds 60. 10X80G19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. CFS Version 4.12 Page 1 Analysis: 14888 FSW corner FL-H.anl T. James Eisenman Jr. FSW Corner Mullion, FL H Corle Building Systems FO-14892 Rev. Date: 6/2/2005 4:52:40 PM By: T. James Eisenman Jr. + 4 Analysis Inputs Members Section File Revision Date and Time 1 10X80G19.Rotated.sct 6/2/2005 11:28:50 AM II Start Loc. End Loc. Braced R ex (in) ey (ft) (ft) Flange (in) 1 0.0000 8.2500 Top 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XYT 8.2500 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 100.0 100.0 lb Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 1660.0 1660.0 lb Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 30.0 30.0 lb Loading: Axial Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -380.0 -380.0 lb Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 147.542 4 .2083 NA -301.0 NA lb Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 FSW corner FL-H.anl T. James Eisenman Jr. FSW Corner Mullion, FL H Corle Building Systems FO-14892 Rev. Date: 6/2/2005 4:52:40 PM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 147.542 4 .2083 NA 332.0 NA lb Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind Load 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind Load 0.7500 5 Wind Suction 0.7500 Load Combination: 0.6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind Load 1.0000 3 Wind Pressure 1.0000 Load Combination: 0. 6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind Load 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 FSW corner FL-H.anl T. James Eisenman Jr. FSW Corner Mullion, FL H Corle Building Systems FO-14892 Rev. Date: 6/2/2005 4:52:40 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+0.75* (L+WP) Design Parameters at 4 .2487 ft: Lx 8.2500 ft Ly 8.2500 ft Lt 8.2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10X80G19.Rotated.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 1. 0900 0.2484 0.0000 -0. 3905 0.0000 Applied 1.0900 0.2508 0.0000 -0. 3884 0.0000 Strength 6. 6723 2.2718 1.2039 1. 7947 1.5509 Effective section properties at applied loads: Ae 1. 15737 in^2 Ixe 20. 677 in^4 Iye 7 .289 in^4 Sxe (t) 2. 9328 in^3 Sye (1) 1. 5638 in^3 Sxe (b) 3.7090 in^3 Sye (r) 1.8099 in^3 Interaction Equations AISI Eq. C5.2.1-1 (P, Mx, My) 0. 163 + 0.111 + 0 .216 = 0. 491 <= 1.0 AISI Eq. C5.2.1-2 (P, Mx, My) 0. 131 + 0.110 + 0.216 = 0.457 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0. 012 + 0. 000 = 0.012 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0. 047 + 0.000 = 0.047 <= 1.0 10X80G19 element 1 w/t exceeds 60. 10X80G19 element 4 w/t exceeds 60. 10X80G19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8.