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Structural Design Calcs 1ECEEIWE ; OCT 1 n 2007 i N SF QUEENSBURY BUtLD1NG& CODES , Structural Design Calculations For Services Unlimited Clute Enterprises, Inc. FO- 15581 - 15585 Coyle Building Systems 114 Rosemont Lane Imler, PA 16655 ,x of if / �P,�' w you W, /IR 7) - 9 Jr: t •sF OE350 ' _ (11:21161,_:5, F+ i E ,.y a / 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 C 1) 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 .� 114 Rosemont Lane CALCULA . DNS Sheet ) Of .jiscalim.- Phone(814)276-9611 FO Number 153g1-5 Initials `E IMMI Fax(814)276-3307 q l ici y BUILDING SYSTEMS Quote Number Date: Builder/Purchaser: SRr I/i(e 4 {1n Il k' 4 / C/ut e Ent rfer.,ei I'M, 5 5 Loraa9e Sv1atifil$ bldgs, All roc A1rnvt Identical t& et!yautil,5 5- 64.acii'' set Fa- l`tg8'S-I'f '12- LaC utri(1 — 5ae t 7 goil4Ip7 Ltl e - SOAK V 31(1p il& Within 70'- io dritEs LoajS — Soot 7 PId Sites Soot ✓ ---Nei* 0 k4;14-n'c 11 fi't a re s;iiJgr tv 011001 g u;Idrpo3r it with the Pr* cheule,O I The. Di;yir4i L1W htj lJ 5 x5' Ott-14+ and a laxro' heft fit lint t!ti !F? ';4r4,14.4 The nevi/ LEVY }% Ia'x 151 Mill* Oil 0,. t.G w 1m _ + Notc the chgn9t ;11 bay spat-�q 11 — l�XI 4nd CYo55-SQei Y ;c,n T pef, l These trosS -section types Are the . ] Ic IIs- 1111 uncle 05iyvi 45 the 4 9;44 IRO nl tile sage hbh. O'rtyrnrl eidya`t Neitl Bid #i3 ra- CF6-iyil1 1,55°) r �t , 6 5 tu' _.� 1 io, s, ri4155 10 The r2mct�ncl2r L il' It't pew Crass ci t e e ti n i ly NIP .0 I411 f5 tit e: rectivtl u C g G F $ Ye►lei ndt i pc }14 gy arrprod. 7\ipes i i 9 vilcl , # 2+3 new 9re 5;maw to, g,.,Idu t'3 Dlftlilll', The bniy ( &inye 75 tht crime LCW ticmrfti•Atakalr) Is S1',own cabby . Ail e1Se Lierat4Ji fed ? cime.JJ Revised:August 5,2002 h 114 Rosemont Lane CALCULA DNS Sheet Z Of jC0 R I• Imler,PA 16655 Phone(814)276 9611 FO Number /55g1 3- Initials M. Fax(814)276-3307 BUILDING SYSTEMS Quote Number Date: 7 fi/67 Builder/Purchaser: . e r l/i(es Un l im(t e, I / C I4e En!CI f)ii5r> Tit, '8 lAilelrn 5 11GW iS S;m� a✓ �d 8 uIi '� , 2 with) ��il�w;n� C(n�n�t?S; � The Oovntil LE hat,( LS'y5r Nn;ts , tvil 0 Ivxro' vniii> on the r>-w r 16)6i1 On the PSw/ The new Lr-w hob L /0/vie yrits, Gbei 0 IC'Yle' v.iii c,, tiie r.sti !::= • )-'—) / 1 - �r 1115§ I IOxl,, rcxtt, lux-2D E Id X I5 ; L1 i lox1c IGr 2 b j [[ Iovx I5 drryrnal 81dq✓ g.2- (ro-Iy-evi) New Bldg It 5 Cro-/55is5) vit Ja!__+_,. iv'. t°'_ k lai i_srA lar >C rar si ;rdss_ o c B s A C. F E A A cfctIcr) 74e) Note the c.holrtyt in bay sew" qnd frost --5 ettice} Tim, T'hesc cog -settivn Eyes grethe cRoile 'dlsegfl as the firry; ml Ly s or thes,,sr law The re r n d e r 01- et/J eli n , x 5 new is exactly the sarnQ 015 the rcmp►inpfcr vF BId,tZnr�rnol. See FO ! Itg8 --q 2 Par all cal c viett oms, Revised:August 5,2002 1 LJ 114 Rosemont Lane Imler, PA 16655 CALCULA NS Sheet I Of t: Phone(814)276-9611 FO Number 11-1M Initials MOM Fax(814)276-3307 i: 151r-- _ Quote Number Date: Builder/Purchaser: 9 t(V;1 e Ur, ,,,.,,�; � 'r -1 I � Chu P ��, . 4 -... QUEe.n5bury ` NY Cr(Nod Snow J sad = 7opsf 7 Pq= Cw51 ,( gr2ot ; $S e5c ,TtltpDrt;N4fe r aiac U.rw Hquelf,i) ) -- o*? Cu)►v'nf, eq. I rid Roa expow1t r rt1Y1 e-/f)asM _____7Ce :'Cl,90 W1nt et-pc5'1uf. % 6 TherrnJ CPnJi6icA - ihdiettZ6b1 `—a C{ - I. 2p Pf. = 0,7CQCtifj = 0,7(0.`1)(1, 2)(I,0) (g5)- 64. psf �C✓ _ R- 26 wil, riC tt , / ; , 1 i r) v a v Add 1...pulcf,1 isE,,;y pi, }. I e S n 3,336 Z �`,5 - y%6"J p o n ti ) ,,'11 4 i'nt i tl A5 Ph' /'Igc — All PU(I ri; 6iA2 F_.16 ✓ DL' D. v t f - 1,15...pjF use I,7:(' ' :Ar'J• rrume Type A 12 ' 5 y''` SiA5CD 21) CIS ----___ � 1 BNIr CI,n.sits(',,.� < 16x3 Ocl 9 111.1506 405CI5 Dtrt ,rx1Te1( grit V V L7 9r1 \ J eP/ Ma r I _ cifn K �Di6 ,� i, 1 Ic' >r JD' Chit ,r1 W;t' ': r r .; ; : , F1n/. in/out Revised August 5,2002 �� LJ 114 Rosemont Lane CALCULA JNS Sheet 2 Of Imler, PA 16655 MI Phone(814)276-9611 FO Number /t/"R�8 Initials Fax(814)276-3307 13 U 1-L1 p I;IJ'•'G ;S!- '4B T E';M-'S Quote Number Date: 5/3//or Builder/Purchaser: Se r v (e Vo )',rn;t r n / ( jud- r 13v4,l0dl Pi fatter pe,r — tI _elan �v� t� I ; Lop f��rq: 3,333s'}IDt :,33,'r33' °n 'be 33. 36 I"ILC�i too Cn 1 r VL=0.96� '�.36 t ,1?rito= C3,34 9 ' R LL = C'fA3333 = � 133,311 At;ul Id; ; D L C (�= I•s ;P exc RL) add 26,34 -rw R11. l_t, 0,11K 3X35C/3 v.C,= P,$$6- d-L/jrc / >us=_aP '` Ceot J (rm. — � 5 �r�,�'L1'1&� _(r C . ;1 ,t ,, CI; Urn /5 -Polly C/o ht G- - t SPsfx (g!II') X S !I37,3H z it 3P : DL= vt- L5 , c rc(en'V,1ii1i' =- 1 L L: 6,'00 y_�5t W L - 1) 517,111 • �all.c, . fit' $,5 � �,• 'I ,; y, \M1A r•r:i r+ . t I0,Kl1;; - i, i , Vy Ir, Revised August 5,2002 114 Rosemont Lane CALCULA JNS Sheet 3 Of Imler, PA 16655419,6'�, L Phone(814)276-9611 FO Number I11*S/ Initials \p mom Fax(814)276-3307 ///0/5-I..-L ©al N G ,B Y B=T rE`'NA s Quote Number Date: 6 Builder/Purchaser: 5er vi( Chit(' ��r� i�i 1 IJJ i �her t4AIIlGn — !GA — ny„il Ira; intti3S, cnr,:..,nC�1 4 w h sNivi,r4(y m4ht et/ CAS 1G73 Cfq l✓pi"-1 A14g1 Ids ; 0,11+ O.sgi C[ : 0,05 L-I-*. ?,z 0 WI-. _a,76 KWind IraS ro.g� ,a J —0,114�/� p6'149 b Id, p = 5x$_5 r x iu; o00' vot Dr. ` �. g5 W chi-\ Based an DQ),,r) ai �"iN ' /Ktnc4' n Vse S.��I, tuirVA fUy VV 'G.5W LI/ Prole 9, r. Sum; r,1 Cep._ C hQ c yr; �Ir _ir Ftg Iully er*rr� �Dy ewe „ {,:.,,J /,,; I'`/ pod r r E01 J,. rlat y II OUT an!y rn 1l n{" Irr v�c!� COY. P Q,-CF5 tt c C16 ►/ V:C, - O. (sarnp 4x1Qi 145 co 1 Revised August 5,2002 11141 RopsAerni6o6nt Lane CALCULA JNS Sheet Lt Of m er, 55 m...M1 Phone(814)276-9611 FO Number i[i Initials Fax(814)276-3307 BilzrTEMS Quote Number Date: 6./7 b Builder/Purchaser: 5‘c, me C 1,1 gun 0; LF IA/i Prait / 5 Lw: io ' • ar4c,n) Frhict5 vire it.it•efrfl MmI)zorv, 4 Oftrif', Dt, t3Recl Fr4rirle f Lon 71 Orcit;ily 1,5 IRA *At < 4/( AliowAiIG se Ktya = 2 67•47.- I '1 & 71Y ric4.11z D LW 11'44 C C hetk PlAlkti5 cher • ,;(,) : r8 LI- = tal L W(_ g46 I Oa - " 1,9 -0,DED 7r( rp Dr*)f'r( . —111! L 11[9 o.I )4-- ht-- t N71 5svptai 6 4.,7,5- Oh v.(.-. 0.b1 [,1 L_ pet, c rs Revised August 5,2002 6.41 IrRopsizzt5ane CALCULA JNS Sheet 1,5- Of LIM Phone(814)276-9611 FO Number Hi_ z 4 Initials mom Fax(814)276-3307 Quote Number Date: pirc Builder/Purchaser: Sertif. e /,FYI RFitv Oldt) ti Froa$C & FL 17. 6'4(e Lhe1: 1thoM1.111%, M F Ce(1,- 0,n —901 Ps1 ) C : I 7't /15 Fw LC/Cf: ". (7 - 2 —o.Go Li aLcf I fDrrP (0,La— 0.60)(s_ 113t8,5) x 1/2- X L (an--co)Om) 3 7 7.5 1' cit -tor v f!Rine Ph - N 3410 LI( oct, Pod -2115:_tL 3 7 ' i < 41-11-; Cif yr6 Tlicv 01(, C h t ) on ; ritm= . (ci.ig;a59(rp)(K/jx010 f( f I jr!,„ A (IW Z IVO 5 -7LFI'lf. I 30f . I) au • P. . 77-1 Lot_ 15 • . C hedk T,A PrIit 11, cr.,/fv,..; ok, $.31G7 , Qy,491 ! °7" C'.16 C riPS • I( 1/ 10 , IC-Oran td,XacCli . . -44e)e cis ep 00.111 ki.t,',701131 Lt VIC • 5w c),A Amp I:4'1,41 14 w Pr flf 7 v,CO..-- • ,U —efiq V1-) Revised August 5,2002 CALCULA . JNS Sheet 5- Of 114 rR opsAe 6o6nt 5L a n e Phone(814)276-9611 FO Number IttF Initials ENE Fax(814)276-3307 Quote Number Date: Builder/Purchaser: Si , 1— /(1r!if LH EW gi 1) 11 6- (Ire, I/Z. -that o4 row A 31IL Ids Dirt 141 cei)to,1 c )ip 3,0»&7 o, J.16 0,05 W - et. 14 6 ' C6 4! t •-7- I f()-iC ti-17:5C1‘ r 1/, 10/ 63w LIM re4 it si I icW ‘,/ :71/1 I, ) 1/ Y')(15 PO CPO( ript\ OW h Atill br. c D, 3 L I.66 _) )lit ft 14- 310 / • IIA/i'‘Cti Revised August 5 2002 , • i 114 Rosemont Lane CALCULA7' �)N Sheet , Of Imler,PA 16655 'ram Phone(814)276-9611 FO Number i�l ,,,5 Initials 7 �' Fax(814)276-3307 B U`I L D I !VG `5YS T E.M:S Quote Number Date: c'�t/D,j Builder/Purchaser: 5e(v,ce U,'hr�it(;d / CI'4i eid„, ,1 I evil J Vv Oes, n — Polo rol)-up rn•tc 'I Glow\ tho toitigef.S Wish -the 'interg?;tid,1 ptialisnf; R CW- u 6,idcd 4-1 L1-+,- Crord) J J ('- )clear bedwccn both{ i RRrt-er H (Htpder r►1hIli9n • `.fy) _ 6t<lo'Li (14 I 1 ,..._________4 GC thq 7 CJ y ,,n --------...„ [ „f iw G-.--------------t: purNnS�VgP) `_I • [ i:if, 6(.. ,.r� rt-3_ :: 6.C.- . C _ A= Art 31�3"It4, �wii GC , C-- /1n91e S.5, 5 it) down — P an Viaw o1• lin7it poiiin) f------r--.`; Hew),(1 U Ni.ii-rmn rC VT ( 194 litnI ps - l-1 Connect`p i /Aarleo uyrnLC ;.,t.y. Screw bcbbbon icy l 9 R at antl heacll% With 3Uenr) mil locaial Revised August 5,2002 ` 114 Rosemont Lane CALCULA . . _INS Sheet 7 Of `� Imler, PA 16655 r >' 6 Phone(814)276-9611 FO Number I't'eid, Initials 7 `!ter Fax(814)276-3307 ttte V. i» Quote Number Date: q/6/)>-- OBuilder/Purchaser: Service, 1.IAl;M yd / Clete i Ilk. T7Pic41 KV tN f&r el y 12•+3 — 4150 T p AiiI Ln.'v f '- e,uri cL'n5s . I S L�-rroreI truss S ectrilii G- Cry; SecE-a) • J F LI'i') Clear bavittnhegtler p RgFltt- k2_5U6 , 1 I — - 6G �x3sc16 '1 6X20c16 P4+itn Lisp) ,., LL M __ �a ... \ oo GG C i • r CC, u 8?�1SG I £ _ 1 )11 1tD16 n 11 • 6C ,`' C cc b rT. c I e `�—O ` 0o •,-,-.•,-,-.\ c C s l , N 7 LfX1sU6 — cr,6 ,-, S..i1/,110.1°%f In„/ I I ail,; tl t',. ;(/1r/v t 1 �rtlgle pL�,�. ?,jr A� Anylc 31 leyalx,,r, n v�tvv/ • 6 4111( 6`i; `e""I,y clown C.b.vr ley+ge„g C 1 y F 3? awn I h At..(it i1 us;rr we/1 '�S t v! g '� 11.s,1--e5) k- i`j;Lu A 1 Revised Auoust 5.2002 1 `J 114 Rosemont Lane CALCULA DNS Sheet ( Of t; r Imler, PA 16655 MI Phone(814)276-9611 FO Number I Gfd Initials j Fax(814)276-3307 t I J i , R9 MAN:G A., Quote Number Date: 0 /r'i Builder/Purchaser: S P, , ; I L', ,' ( ,! P,irl;n Puvlrn Clip Mutt sheRirS '6`ITO 4 ,75ps' ü 5 I) -(11-11)- ) x 7 / = 6GZ J J `-� (-7, t6, Vie Alin I ;, ,47'r4.ac,a.'; .. O;1x. U5� v11;tl Z —'> 3� 9crei4,5 If I r.:15l (f p 3(.! dt e) riot fOii;t q ' is b rirt r✓� Fcr (hQ, lO' baI ,C n i;�; .... , V7; —31:]?( 711 3 Revised August 5,2002 '>;'� hadl 114 Rosemont Lane CALCULA )NS Sheet 9 Of .iz...,,,,,,,,+'' =s Phone(814)(814)276-3307 276 9611 FO Number ��oD D Initials - mom Fax Eir` ;. —y,ie gr..-tr: 48 W.?. Quote Number Date: Builder/Purchaser: -SerVi(e, VPlirrliIccl IN-Et 8U:406J S CiIC Gt ieensbur : NY I r = t 00 S,= 0.10 501 — Vrt[oovvi . vie Soto tfrj. p rp c I,C, fi 04 1 6) IP,�o• o,tc J - 1,,5 3 —,' SMS = 1.53(G 3`t) t.5 ,,�c--TopUt 14i�;r MSS 5/ 2 ,1-1- - 7 SM/ Z:it(fr,/c)= D.) it -- ZA ast= 0,35 SOC= C _� 505 ti 0,/'1 4,16 'r 5 Pc - C �j 5e„Mtc Pest pi C.a : C S01- 3 6As1.L SeiSMIL- rtf(t ke;;yttn, n'�Sberlt, Loyi(Ulih1I i Liy►rt F ihihr Wglib trt;(h ihrxi pi1+'Lt g=L) a,„'LC L- et(I' i, U 4' r- r, ti t r, R - Z , -a, Z.S. foot M'.TIV,7;,,r :a ;k'rhfc L ate/41 Sei5fa11;. Flute, Typfv4 t.,on'j j(,' Lc'r.i ia.:itii wi pof. DI, Of Id t 1,30,tio = IM 4 vsc l,Ypsf — Add Ct'I Fjrici( Koe =2.a sf wall 01 v CYO t 7,N/u = 1,Y'3 -3 vic i,5 piF 0 Vi r 01.- L c tt- A/ 3'9)'(.1'"el ite'' / elPoY. 0.7C Psi-- lust II S pJ F !'')7, I , rime ; to I X ,;.35�f!' -s $S'1.*,1:31`/4 t (*'-c'),i,,zpi,,, z J 11-•31 Ruth' 5wmvns,p c.ul,nl OM W = W lox 2,S" + &:5 x_ro)( 3 X 1.5 f 21'1'3 + 7o y.lcx 6I'x ozo = '"3SZ6 rt. z W (..Rc:-jir,r� CSins = p,l7s �Sm,V = Rol _ ��/.�6 — p,d23 CnNn - G,5%I _ 0 Cain S 0 y5 Ryrr �� I 7 (/IU)359 R`e �Z�IoJ � D f /L V5 .--- Revised CT ti h=io,D3G)(g,alciti. i,sy' C Revised August 5,2002 114 Rosemont Lane CALCULA JNS Sheet I Q Of `a Imler, PA 16655,efft 1 � MN Phone(814)276-9611 FO Number Initials 1111 Fax(814)276-3307 witmituit c g; A l Quote Number Date: Builder/Purchaser: Sep Vi(P V4 Ir,ib( r CRAP <l rid 1 Lp�era� �cnb, = c5 w = 9.425( 3,5t6J = 8$,Z7rrAme I. a (gig) rm ` sip (.V)= 26( U,?) a 276,5 IAR610, May pain' cgr l � _ II,d.11/ < 4'I yt {' f mad coltii ij Loh(p,4N d hdl 3,526 x 133- LF7� 6�1 !0 V = it-7, 60 x (o,02s) - 1190T ) = IIg0 F fir? 1,5r, jlc 2 '175 # p tin 01 Sheg1 2 9754, 22,C/ 1 < 52, /(1 Pc winC 13s WinG1 Ckt 1 >71; Revised August 5,2002 LAYOUT SKETCHES f I II II II II O f O II BUILDING *I, F0-15581 DOOR LAYOUT 1 II If ft II 11 Il II BUILDING *2, FO-15582 DOOR LAYOUT II IS ii 11 41 If II 1[ f }i II - BUILDING *3, F0-15583 DOOR LAYOUT 1 . It f I I 1♦_4f I f Il=f I ' .- BUILDING *4, F0-15584 DOOR LAYOUT 1 If 11 11 11 1i 1 11 1f IL If 1 - II II II BUILDING *5, F0-15585 DOOR LAYOUT II I I • I F BUILDING *1,F0-15581 I COLUMN LAYOUT I G F B B B B B B B B B B B C B . r - _ - ... r r I I I I I I I I I F I' F BUILDING •2.F0-15582 I I I I I I COLUMN LAYOUT I I I G F B B B B B A A A A E F F G I I I I I I BUILDING•3,F0-15583 I I I I I I COLUMN LAYOUT I I I G F B B B B B A A A A E F F G • I I F BUILDING •4,FO-15581 I I COLUMN LAYOUT I G F B B B B B B B B B B C D v r - __ • - - `+ I I • I F ' ' ' ' ' ' ' ' ' ' BUILDING 15.F0-15585 I I • COLUMN LAYOUT I G F E A A A A A A A A A A C D .s 114 Rosemont Lane CALCULA1 ...)NS Sheet I Of `` ` Imler, PA 16655 Phone(814)276 9611 FO Number I ti-�'t ---7.1 Initials 7 ' Fax(814)276-3307 t°3< ILL D. 1 ,,,S,='-S--r-:: S Quote Number Date: 11./D5- 3uilder/Purchaser: Service Vn 6;40 / C Iu{ e 6uildinoi i Cross— sectmM A , e 4Y75C16 4-x/srq, - yx15-(4) Erik±;. �J .tj r- r 1 lrx,scrb iax,Zrs'9 (c)(15(16 `tPIt �bx30Giq J6n3ec�wake lilt e,T,..i..i .;, rti jiIi h , C P . ,.,C�h Fps•>�;o l k, "i-ria.50G 'eTYslit) , 1 I G t, C C ] D t_A L....1 L_-.1 owl wl 10,,.Ut ir,,,i,;:' ILp, ,,7rllf 10kgeGIR 1431;01 y-xL5C16-..i i /3¢CII d irtr, Chi) iy if%NA6l C ro55- Se c E I gins. RI4ViSAfi Aunust 5.2002 EN 114 Rosemont Lane CALCULAI .JNS Sheet L Of "'" . Phone(814)276-9611 FO Number ILI4 f 7i Initials J # Fax(814)276-3307 g lir ktir -- t. i Quote Number Date: c J j. " _ Builder/Purchaser: Service Un I;ot ed / C Ivt e guild'nCJ Cross - Se((,c/o 1✓ Crt55 - Setter F X0 5 C�% 8 / L/3 S x c 3 __ax35_�!3 -_ C C Nx15C16 y-x25C16 h ry r n r�+ r� ifuscc yX15C16 �-- I L 16X30cI1 `YXZ5c16 y pj6 tt,c7f,,C16 C. H _ Ey3yc13 of L r__.3 L7 C..I_ T_ v! 10S0Gt9 I030c14 I01.7OG1a 1eXgOGIY, 9-D16 4)(15G16 Air'4 . this R F Uf f r flrne r, vitwerd from (A.tiAbi if. The rSw clrn Ike ch,ot/ rhqliPn, C0755 —Sec t ivr's CME , Revised August 5,2002 ROOF DESIGN 6/22/2005 RoofDes.out Pagel * *14888 Roof Design Input 5/31/05 2:15pm * * < PROGRAM OPERATION > * * * (1)JOBID: '14888' * (2)PROGRAM OPTIONS: * Run Run Run * Purlin Panel Brace 'Y' 'Y' 'Y' * (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 rI� tyt '2' tyi 'Y' 'Y' * (7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW Open_Wall * Type Use Offset Use Offset L_EW F_SW 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 vy, '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 '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 Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * I 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 *3 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 R *Id Size SSeam SizeRot 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 * (" AUXILIARY 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 ) „,an 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 ReductionEactor 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 10 -0.38 0.74 0.51 -0.38 0.74 0.51 .1 -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 00'0 S9'6 S6'T- 00'0 68'0- 68'0 00'0 S9'6 S6'T- 00'0 68'0- 68'0 S 00'0 S9'6 S6'i- 00'0 68'0- 68'0 6 00'0 S9'6 S6'T- 00'0 68'0- 68'0 £ 00'0 OZ'Z 66'0- i0'0 06'0- Z6'0 Z 10'0 00'0 00'0 00'0 90'0- 00'0 T dnS del nor' woW del dnS dnS der' der' dnS PI 445TU 44bTE uedSPTW 4;ar' 43ar' 44bTU 445T2i 4;ar' 439r' uedS ( {-;)quawoN ( x)aea4S SISATKNK NI'IUfld dMSL'0+TISL'0+'I0+'TQ : Z # NOIJVNISW00 QKO'i 09'0 00'T £'0 £'0 £'0 £'0 £'0 £'0 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-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: 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 0.01 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 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 J 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 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 8 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 9 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 ' S 9.3 9.3 9.3 9.3 9.3 0.0 1.00 0.70 6/22/2005 RoofDes.out Page 16 16 0.3 0.0 0.0 0.0 0.0 0.3 1.00 0.60 r 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) Td 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 t. 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 SISIIKNK NI'i..1ld dMSL'0+'T'ISL'0+Z0+'IQ Z # NOI,LKNIHWOO QKO'I 09'0 00'T £'0 £'0 £'0 £'0 £'0 £'0 9T 0L'0 00'T £'6 0'0 0'0 0'0 0'0 £'6 ST 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 bT 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 £T OL'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 ZT 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 TT 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 0T 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 6 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 8 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 L OL'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 9 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 S 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 £ 0L'0 00'T 0'0 0'0 0'0 0'0 £'b 09'0 00'T £'0 £'0 0'0 £'0 CO' £'0 T epTsuI apzs4n0 SU 'IU SW ZZ Sri zoceW PI zogoe3uoiponpag zou g uedS aigeTTenv SH,L9N3'I 23VV 0 b0'0 00'0 Sri 00'0 8Z'£ T0'0 Sri ZO'0 98'£ LO'0 Sri 91 9£'0- 00'0 Sri £L'0 8Z'£ Tb'Z- SW LZ'0 98'£ 60'T- SLI ST 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri bT 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri £T 9£'0- 00'0 Sri £L'O 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri ZT 9£'0- 00'0 Sri £L'O 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri TT 9£'0- 00'0 S? £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri 0T 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri 6 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri 8 9£'0- 00'0 Sri £L'0 8Z'£ 06'Z- SW LZ'0 98'£ £0'T Sri L 9£'0- 00'0 Sri £L'0 8Z'£ 017'Z- SW LZ'0 98'£ £0'T Sri 9 9£'0- 00'0 Sri £L'O 8Z'£ Ob'Z- SW LZ'0 98'£ £O'T Sri S 9£'0- 00'0 Sri £L'O 8Z'£ Ob'Z- SW LZ'0 98'E £0'T Sri 6 9£'0- 00'0 Sri £L'O 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri £ ZO'0- 00'0 Sri 9T'0 8Z'£ TS'0- SW £T'0 98'£ 8b'0 Sr Z 00'0 00'0 Sri 00'0 8Z'£ TO'0 SLI Z0'0 98'£ L0'0- SU T mould DTeo on OO''j on mot-Ell oTeO OO'I on MOTTK o1eD OO'T PI (uT)uoTpoaT3aQ z4S+woN ----( (-3)quawoN ( x)zeag5 ued5 NOIL03'I33Q/HIDN3H,LS 00'0 ££'0 00'0 T0'0 00'0 LO'0 9T T0'0 S9'b T6'Z- 00'0 60'T- £0'T ST 00'0 S9'b Ob'Z- 00'0 EO'T- £0'1 bT 00'0 S9'b Ob'Z- 00'0 £0'T- £0'T £T 00'0 S9'17 Ob'Z- 00'0 £0'T- £0'T ZT 00'0 S9'b 06'Z- 00'0 £0'T- £0'T TT 00'0 S9'6 Ob'Z- 00'0 £0'T- £0'T r 00'0 S9'6 06'Z- 00'0 £0'T- £0'T . 00'0 S9'6 06'Z- 00'0 £0'T- £0'T 8 00'0 S9'b Ob'Z- 00'0 £0'T- £0'i L 00'0 S9'6 06'Z- 00'0 £0'T- £0'T 9 81 au ;no•saJoog SOOZ/ZZ/9 6/22/2005 RoolDes.out Page l9 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 0.84 -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 0.85 -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 ' 4 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 Lc"9 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) E 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 ) In 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 J 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 '2 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 0.84 -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 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 6/22/2005 RoofDes.out Page 25 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 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: 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 7 -0.23 0.23 0.00 0.53 4.65 0.00 -0.23 0.23 0.00 0.53 4.65 0.00 3 -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 11 -0.23 0.23 0.00 0.53 4.65 0.00 12 -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 ' 9 RS 0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 6/22/2005 RoofDes.out Page 26 16 LS -0.02 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 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 8 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 9 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) Td Calc Allow Ratio 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 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 -0.38 0.74 0.51 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 plc 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 14888 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 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 BX35E16 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 mid C Ic45 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' 'NAUS01' '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: * F'-'- 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 *T 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 : 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 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: P� 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) An 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 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 'I' rYr '2r rYr 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 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 F1gWid 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_Un$r Base * Type Rot 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 'Y' 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 * (2A)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 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 * (33)ADJACENT BUILDING: * *W-' l 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 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 1.9 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_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: * 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 Col-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 Col-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: eo a. 3 O o O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO in in to to to to in to to to to to to to to to -- O co I- N N [- 1- I- N I- 1- 1- N N N N N I- [- N N N N [- v' V' v' v' v v' v' V' V' V' v' v' Cr. V' a' v' Cr a' Q' v' V' v' v. V. V. v' c v' V. V. v' v' v' a v' v' H O X H a H H H H H H H H H .--I H H H H H H M M co M M M M M M M M M M M M M M M M M M M I- I- [- I- N N N [- [- I- [- I- I- [- N N Q' 4--1 -P 1/4.0 1/40 CO l- M H CO H H H H H N H M M l- M I- M O O N O1 H H l- [- N M N N N N v' N I- 0 0 0 0 to O O N N to I- N N CO M N N N N Cr' N [- V' U) bt'O to to M M M H O H H H 0 0 0 0 LC) H O H O H O O H H N N 1/40 H H N N N O O O O O N N N N N O O H H N l0 1/40 H N N N N O O O O O O• U) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o H H O 0 0 0 0 0 0 0 0 0 0 0 H O O O 0 0 0 0 H H 0 0 0 0 0 0 0 0 0 0 0 0 H X a) a I I I I I 1 I I I I I 11 I I I 1 1 1 1 1 I I I I I I I I 3 -O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N N N N N N N N N N N N N N N N O b M M M M M M M M M M M M M M M M M M M M co M l0 l0 1/40 1/40 1/40 1/40 1/40 VD 1/40 VD LD to 1/40 1/40 1/4.0 to W lfl lfl to to to to to cn to to to to to to u-) to to to H O a ccc ' c' . ' ' ' ' ' ' v' cv' cd' c' v' c' a• v' COCOCOCOCOCOOOCOCOCOCOCOCOCOCOC) COCOCOCOCOCOo000000000000000 tC o u 3 N G I- [- v' to a• H H H H H 0 0 0 O N N H N H N O O CO N CO CO CO N N M CO M 0 0 0 0 N N N N N Cr) O O v' v' d> 07 CO H CO CO M CO 0 0 0 0 CO N ,C CP T3 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 H M O O O O O O O O O O O O H O O O O O O O H H O O o 0 0 0 O 0 0 0 0 0 H 0 Cn -rl R) . . . . • . . . . . . . . . . . . . . . . . . . . • . • . . . . . . . . . . . . . . I U) 0 O O O O O O O o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 O 0 0 0 0 0 O O 0 0 0 I I I II N a I I I I I ❑ 1 3 1:3 O O O O O M M CO O O O O O O O M M M M M O 0 v v' v' v' C 1/40 1/40 1/40 a' C v' v' V' V' a l0 1/4.0 10 1/40 1/40 1/40 1/40 l0 l0 1/4.0 1/40 l0 M CO Cr) l0 1/40 1/4.0 1/4.0 1/40 1/40 1/40 M O (13 1/40 lfl VD 1/40 VD v' V' V' l0 1/40 1/40 1/4.0 l0 1/40 1/40 v' v' v' v' v' l0 1/40 1/40 1/4.0 l0 l0 l0 CO CO CO 1/40 1/40 lfl 1/40 1/4.0 1/40 1/40 CD CO CO CO CO CO Co to to to to to Co CO CO to Ul to to to Ln to CO H . . . . . . . . . . . . . . . . . . . . . . . . . H a I- l- N (- N 01 01 O1 [- [- l- N [- [- C- 01 O1 O1 01 O1 N N O1 O1 01 01 01 Co CO CO 01 01 01 01 01 Cr) 01 co co Co co co co co in to in to to H H H to to to to to to to H H H H H H H H H H H H H H M M M H H H H H H H M M Cr) CO M CO M C v' V' v' H c0 i~ 01 01 N 1/40 N CO CO CO N N Co Co V' to O 1/40 CO l0 CO 1/40 O O CO CO Ol 01 v' v' v' 1/40 Cr v' tD VD CO O O Ol 01 Ol of H O O H H CO v' v' 1/40 Co CO 01 01 O Ol CO to O CO -ri Ot-O M M O N O VD M 1/40 1/40 l0 O O H O N N V' I- V' I- O O [- (- N N O O O CO M M H H N H V' H H H H to O O C v' N O O CO 1/40 VD 1/40 l0 H O H O N % -r-I N Q,' U) 0 M M N N N 0 0 0 O O O o 0 O M 0 0 0 0 0 0 O 1/40 D v' v' v' H H H H H O O O O CD H H H H H O O M M N N N 0 0 0 O O O O O O M O I N a 11 1 11 1 1 1 I I 1 1 1 it I I I I ❑ - 1 b T} 1 H N M Q• to 1/40 !- co d> O H N C') v' in l0 [- 07 C C7 H N H N M v' to l0 [- Co Ol O H N M a' to CO N O 01 O H N H N M c to l0 l- DD Ol O H N M v' to l0 O H I H H H H H H H H H H N N N H H H H H H H H H H N N N H H H H H H H a 1 I H H H H H H H H H H H H H H H H H H H H H H N N N N N N N N N N N N N N N N N N N N N N 01 M M M C') M CO CO C') CO CO M CO M c°) M • '0 1 1 1 1 1 1 1 1 I I 1 1 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 f) ()) H I 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 H H H H H H H H H H H H H H H H r-i H H H H 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O U U U U U U U U U U U U U U U U U U U U U U U U U U U U U 'J U U U U U U U U U U 0 0 U 0 U U U 0 0 0 U U U U 0 U 0 U C- N N 6/22/2005 EW.out Page S Co1-3 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 Co1-3 19 -0.76 41.83 -0.03 0.52 0.25 7.45 'ol-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 24.08 0.12 8.74 -0.30 8.35 Raf-1 12 0.00 24.08 -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 .<af-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 Ax1+Mom Shr+Mom Max_UC Co1-1 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 Co1-1 4 0.30 0.01 0.22 0.54 0.54 Co1-1 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 Co1-1 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 v+ tam N M .--1 O h V' [� V' h O O to to [- M M W O lD l0 [- O O l0 l0 M uI to In N N M l0 M l0 O O ,--) mtnamcNcq 00 O h O O O O O O O h O O O .-i ri O O O O l0 O O O O O O O N h In O O O .--1 .--I O O O O h 0 0 0 O O O O O N .--I .-1 O N .-1 O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0000000000000000000000000000000000000000000000000000000 .--I O O O O O O O O Ol Ol V' M M 0000 OD O 00 .--1 M .--1 .--I N N ++ O 00000 0000 O O 00 l0 O O O 00 7 O 00000 0000 O O 00 0000 00 N M .-1 00 O O N . 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In l.C) h h N N O O O h O O O O O O O O O O .-1 r-1 O O O O l0 O O O O O O O O O O .-1 r-1 0 0 0 0 N 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0000000000000000000000000000000000000000000000000000000 000000000 ' r1 .-1 O .--I h O O N a' O O 61 N to h l0 l0 .--I .--1 ri O ri l0 lO lO l0 h O O N O Ol Ol N M M M M O O .--I O v' N M N M M O O .-i lO V' ao I.fl O 01 N N O O O M O O O O O O O M M N N ri O O O O O O O O O M O O O O O O O O O O O O O O O O O O r1 0 0 0 O O O O O N .--i .--1 O N r-I O O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0000000000000000000000000000000000000000000000000000000 ri O O O O O O O O O O O N O O O O O O Or1 O O O O O O O O O .-1 0 0 0 0 0 0 O N h 00 l0 l0 M In In In In ri ri ri O N M l0 M l0 l0 O O I 0 W V' N N h O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O N O O O O O O O I M 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 r: N .--1 N C' N V' N Q' O O In In N N .--I M M .--I M M M M M V' O O r-I N N N N N N M r-1 O ,A N r-I N N O O 1 r 1 O O O O O O O O 0 0 0 v' O O O O O O O M M N N N O O O O O O O O O M O O O O O O O l0 l0 v' M M O O O ri r-1 O O O O In 0 0 0 0 0 0 0 1 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 N M In l0 h 00 M O .--I N r-I N M v' In l0 h O Ol O r-I N M C' uO lO h CO 01 O r-I N r-I N M G' u'1 lO h O M O ri N M c In l0 h OO Cn O r-I N .--1 r-1 .-1 r-1 .-1 -1 r-1 .-A N N N N N N N N N N N N N N N N N N N N N N M M M M M M M M M M M M M M M M M M M M M M ri ri ri r•1 r-1 .--1 .--I r-1 1 I I 1 I I I I I I I 1 I I I I I I I I 1 I I I 1 I I I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I 1 1 1 1 1 I 1 I 1 W W W W W W W W W 0 0 0 7 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 0 0 0 0 (Ci ro ro ro ro ro co m r NC.) 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U U U a n4 O O: C4 C4 OS O$ I N t 6/22/2005 EW.out Pagel(' 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 M7"BER 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 Col-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 Col-1 10 0.00 0.01 0.67 0.00 Col-1 11 0.00 0.00 0.08 0.00 Col-1 12 0.00 0.00 0.08 0.00 Col-1 13 0.00 0.00 0.14 0.00 Co1-1 14 0.00 0.00 0.05 0.00 Co1-1 15 0.00 0.07 3.20 0.00 Co1-1 16 0.00 -0.02 -0.76 0.00 Co1-1 17 0.00 -0.01 -0.43 0.00 Col-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 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 0.13 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 Col-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 rol-3 17 0.00 0.03 -0.76 0.00 1-3 18 0.00 0.02 -0.43 0.00 „J1-3 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 -1f-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 sf-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 01-2 23 0.00 0.86 ,:o1-2 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 .<af-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 14 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 : Caic > Allowable dry* ;14,4 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 ENDWALL 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 'L' 'Y' 'Y' 'Y' 'Y' 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. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' 'Y' '2"Y' 'Y' '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 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 * ' 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. *A 1ch 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 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 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- T 00'0 00'0 00'0 00'0 00'0 00'0 00' 1 00'T 00'T 9T OS'0 Z 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'T 00'i ST OS'0 I 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'T 00'T 6T OS'0 S 00'0 00'0 00'0 00'0 00'0 00'0 05'0 00'T 00'T £T OS'0 17 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'T 00'T ZI OS'0 C 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 01 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 50'T- 00'0 00'0 00'0 00'0 00'0 ST'0 00'T 00'T L 00'0 0 50'1 00'0 00'0 00'0 00'0 00'0 SI'0 00'T 00'T 9 00'0 0 00'0 00'0 00'T 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 00'1 00'0 00'0 00'0 09'0 £ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'T 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 sT S puTM 41.15TE 43a'I 4M5T 4;a'I anT'I 4eTT00 PeaQ PI Peoq* peoZ xnr buo? 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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'i 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 63 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 iZ 0S'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' 1 00'T 00'T 6i OS'0 Z 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 05'0 00'T 00'T 8T OS'0 I 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'T 00'i LT OS'0 S 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 OS'0 00'T 00'T 91 05'0 17 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 05'0 00'T 00'T SI 05'0 C 00'0 00'i 00'0 00'0 00'0 00'0 00'0 00'0 05'0 00'T 00'T 61 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 C 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 SI'0 00'T 00'T TT 00'0 0 50'1 00'0 00'0 00'0 00'0 00'0 00'0 00'0 SI'0 00'T 00'T 01 s aSed Ino•Z-saQAt SOOZ/ZZ/9 6/22/2005 EwDes-L.out Page 6 18 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 20 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 22 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 23 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 24 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 27 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 * 11 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 * 12 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 * 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 * 14 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 * 15 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 * 16 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 * 17 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 * (43)AUXILIARY LOADS: * No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 5 1 'E1PAT SL 1' 1 1 1.00 2 'E1PAT SL 2' 1 4 1.00 3 'E1PAT_SL 3' 2 1 1.00 2 1.00 4 'E1PAT_SL 4' 2 2 1.00 3 1.00 5 'E1PAT_SL 5' 2 3 1.00 4 1.00 * (44)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY M X Y . .Conc * Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif 4 1 2 ' ' 'D ' -0.639 -0.639 0.04 0.00 5.00 2 2 ' ' 'D ' -0.639 -0.639 0.04 5.00 10.01 3 3 ' ' 'D ' -0.639 -0.639 -0.04 0.00 5.00 4 3 ' ' 'D ' -0.639 -0.639 -0.04 5.00 10.01 *(45)GIRT LAPS: 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 1:48pm 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 ) ] '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'I 00'0 0£'4 00'0 L9'L 00'0 I£ Z-To3 OCT ST'0- 0£'4 ZO'0 £4'61 T6'0- 0£ Z-To3 OL'T 60'0- 0£'4 TO'0 £4'6i ZS'0- 6Z Z-io3 OL'T ST'0- O£'4 Z0'0 £4'6I T6'0- 8Z Z-To3 OL'T 60'0- O£'4 IO'0 £4'6I ZS'0- LZ Z-To3 OCT ST'O- 0£'4 ZO'0 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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 'af-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 Col-1 1 0.25 0.11 0.06 0.31 0.02 0.31 Col-1 2 0.25 0.11 0.06 0.31 0.02 0.31 Col-1 3 0.15 0.07 0.04 0.18 0.01 0.18 Col-1 4 0.15 0.07 0.04 0.18 0.01 0.18 Col-1 5 0.17 0.08 0.04 0.20 0.01 0.20 Col-1 6 0.17 0.08 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TT'0 SZ'0 0Z T-T03 6T'0 00'0 61'0 £0'0 S0'0 TT'0 61 T-Top 9T'0 00'0 9T'0 £O'0 90'0 £T'0 8T T-Top ££'0 ZO'0 ££'0 L0'0 ZT'0 LZ'0 LT T-T03 9T'0 00'0 91'0 £0'0 90'0 £T'0 9T T-Top 6T'0 00'0 6T'0 £0'0 S0'0 T1'0 ST T-To3 T£'0 Z0'0 T£'0 90'0 TT'0 SZ'0 6T T-Top TO'0 T0'0 00'0 00'0 T0'0 £T T-Te T0'0 T0'0 00'0 00'0 T0'0 ZT T-Tk 90'0 90'0 TO'0 Z0'0 SO'0 TT T-Top 90'0 90'0 TO'0 Z0'0 SO'0 0T T-Top T0'0 T0'0 T0'0 TO'0 00'0 6 T-T03 ZT am ;no•'7-saUM3 SOOZ/ZZ/9 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 J1-3 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 Co1-4 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 0.08 001-4 23 0.02 0.00 0.01 0.03 0.03 Co1-4 24 0.01 0.00 0.01 0.01 0.01 -1-4 25 0.50 0.02 0.38 0.94 0.94 )1-4 26 0.03 0.00 0.05 0.05 0.05 Co1-4 27 0.05 0.00 0.09 0.09 0.09 Co1-4 28 0.03 0.00 0.05 0.05 0.05 Co1-4 29 0.05 0.00 0.09 0.09 0.09 Co1-4 30 0.05 0.00 0.09 0.09 0.09 001-4 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 0.38 0.01 0.29 0.70 0.70 Co1-4 35 0.50 0.02 0.38 0.94 0.94 Co1-4 36 0.25 0.01 0.19 0.45 0.45 Co1-4 37 0.37 0.01 0.28 0.68 0.68 Co1-4 38 0.50 0.02 0.38 0.94 0.94 Co1-4 39 0.38 0.01 0.29 0.70 0.70 Co1-5 1 0.25 0.11 0.06 0.31 0.02 0.31 Co1-5 2 0.25 0.11 0.06 0.31 0.02 0.31 Co1-5 3 0.17 0.08 0.04 0.20 0.01 0.20 Co1-5 4 0.17 0.08 0.04 0.20 0.01 0.20 Co1-5 5 0.15 0.07 0.04 0.18 0.01 0.18 Co1-5 6 0.15 0.07 0.04 0.18 0.01 0.18 Co1-5 7 0.01 0.02 0.01 0.01 0.02 Co1-5 8 0.00 0.01 0.01 0.01 0.01 Co1-5 9 0.01 0.02 0.01 0.01 0.02 Co1-5 10 0.05 0.02 0.01 0.06 0.06 Co1-5 11 0.05 0.02 0.01 0.06 0.06 Co1-5 12 0.01 0.00 0.00 0.01 0.01 Co1-5 13 0.01 0.00 0.00 0.01 0.01 Co1-5 14 0.13 0.06 0.03 0.16 0.00 0.16 Co1-5 15 0.11 0.05 0.03 0.14 0.00 0.14 Co1-5 16 0.25 0.11 0.06 0.31 0.02 0.31 1-5 17 0.13 0.06 0.03 0.16 0.00 0.16 .1-5 18 0.27 0.12 0.07 0.33 0.02 0.33 Co1-5 19 0.25 0.11 0.06 0.31 0.02 0.31 Co1-5 20 0.11 0.05 0.03 0.14 0.00 0.14 Co1-5 21 0.00 0.01 0.01 0.01 0.01 Co1-5 22 0.01 0.02 0.01 0.01 0.02 Co1-5 23 0.01 0.00 0.00 0.01 0.01 Co1-5 24 0.00 0.00 0.00 0.00 0.00 Co1-5 25 0.23 0.11 0.06 0.29 0.02 0.29 Co1-5 26 0.00 0.01 0.01 0.01 0.01 Co1-5 27 0.01 0.03 0.01 0.01 0.03 Co1-5 28 0.00 0.01 0.01 0.01 0.01 Co1-5 29 0.01 0.03 0.01 0.01 0.03 Co1-5 30 0.01 0.03 0.01 0.01 0.03 Co1-5 31 0.00 0.00 0.00 0.00 0.00 Co1-5 32 0.00 0.00 0.00 0.00 0.00 Co1-5 33 0.12 0.05 0.03 0.15 0.00 0.15 Co1-5 34 0.10 0.05 0.02 0.12 0.00 0.12 Co1-5 35 0.23 0.11 0.06 0.29 0.02 0.29 Co1-5 36 0.12 0.05 0.03 0.15 0.00 0.15 Co1-5 37 0.25 0.12 0.06 0.32 0.02 0.32 Co1-5 38 0.23 0.11 0.06 0.29 0.02 0.29 Co1-5 39 0.10 0.05 0.02 0.12 0.00 0.12 Raf-1 1 0.01 0.78 0.38 0.38 0.76 0.78 Raf-1 2 0.00 0.16 0.08 0.08 0.03 0.16 Raf-1 3 0.00 0.09 0.04 0.04 0.01 0.09 Raf-1 4 0.00 0.11 0.05 0.05 0.01 0.11 Raf-1 5 0.00 0.03 0.02 0.02 0.03 Raf-1 6 0.00 0.15 0.07 0.07 0.03 0.15 Raf-1 7 0.00 0.15 0.07 0.07 0.03 0.15 6/22/2005 EwDes-L.out Page 15 Raf-1 8 0.00 0.02 0.01 0.01 0.02 Raf-1 9 0.00 0.01 0.01 0.01 0.01 Raf-1 10 0.00 0.16 0.08 0.08 0.03 0.16 'f-1 11 0.01 0.78 0.38 0.38 0.76 0.78 Jf-1 12 0.01 0.75 0.30 0.30 0.65 0.75 Raf-1 13 0.00 0.41 0.20 0.20 0.21 0.41 Raf-1 14 0.00 0.70 0.28 0.28 0.58 0.70 Raf-1 15 0.00 0.41 0.20 0.20 0.21 0.41 Raf-1 16 0.01 0.75 0.30 0.30 0.65 0.75 Raf-1 17 0.01 0.78 0.38 0.38 0.76 0.78 Raf-1 18 0.00 0.03 0.01 0.01 0.03 Raf-1 19 0.00 0.01 0.01 0.01 0.01 Raf-1 20 0.01 0.74 0.37 0.37 0.69 0.74 Raf-1 21 0.00 0.18 0.09 0.09 0.04 0.18 Raf-1 22 0.00 0.10 0.05 0.05 0.01 0.10 Raf-1 23 0.00 0.12 0.06 0.06 0.02 0.12 Raf-1 24 0.00 0.05 0.02 0.02 0.00 0.05 Raf-1 25 0.00 0.18 0.09 0.09 0.04 0.18 Raf-1 26 0.00 0.00 0.00 0.00 0.00 Raf-1 27 0.00 0.00 0.00 0.00 0.00 Raf-2 1 0.01 0.78 0.38 0.38 0.76 0.78 Raf-2 2 0.00 0.09 0.04 0.04 0.01 0.09 Raf-2 3 0.00 0.16 0.08 0.08 0.03 0.16 Raf-2 4 0.00 0.03 0.02 0.02 0.03 Raf-2 5 0.00 0.11 0.05 0.05 0.01 0.11 Raf-2 6 0.00 0.15 0.07 0.07 0.03 0.15 Raf-2 7 0.00 0.15 0.07 0.07 0.03 0.15 Raf-2 8 0.00 0.01 0.01 0.01 0.01 Raf-2 9 0.00 0.02 0.01 0.01 0.02 Raf-2 10 0.00 0.16 0.08 0.08 0.03 0.16 Raf-2 11 0.00 0.41 0.20 0.20 0.21 0.41 Raf-2 12 0.01 0.75 0.30 0.30 0.65 0.75 Raf-2 13 0.01 0.78 0.38 0.38 0.76 0.78 Raf-2 14 0.00 0.41 0.20 0.20 0.21 0.41 f-2 15 0.00 0.70 0.28 0.28 0.58 0.70 if-2 16 0.01 0.78 0.38 0.38 0.76 0.78 Raf-2 17 0.01 0.75 0.30 0.30 0.65 0.75 Raf-2 18 0.00 0.03 0.01 0.01 0.03 Raf-2 19 0.00 0.01 0.01 0.01 0.01 Raf-2 20 0.01 0.74 0.37 0.37 0.69 0.74 Raf-2 21 0.00 0.10 0.05 0.05 0.01 0.10 Raf-2 22 0.00 0.18 0.09 0.09 0.04 0.18 Raf-2 23 0.00 0.05 0.02 0.02 0.00 0.05 Raf-2 24 0.00 0.12 0.06 0.06 0.02 0.12 Raf-2 25 0.00 0.18 0.09 0.09 0.04 0.18 Raf-2 26 0.00 0.00 0.00 0.00 0.00 Raf-2 27 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 0.77 -0.06 1.40 0.00 Col-1 2 0.00 0.77 -0.06 1.40 0.00 Col-1 3 0.00 0.77 -0.04 0.84 0.00 Col-1 4 0.00 0.77 -0.04 0.84 0.00 Col-1 5 0.00 0.77 -0.04 0.94 0.00 Col-1 6 0.00 0.77 -0.04 0.94 0.00 Col-1 7 0.00 0.77 0.01 -0.26 0.00 Col-1 8 0.00 0.77 0.01 -0.26 0.00 Col-1 9 0.00 0.77 0.01 -0.13 0.00 Col-1 10 0.00 0.77 -0.01 0.29 0.00 Col-1 11 0.00 0.77 -0.01 0.29 0.00 IT N c) n 0 c) c) C) nC) n nc) 0 C) c) c) () C) nC) nc) C) c) 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L. 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O O O O 0 O O O O O O 0 O O 0 O 0 0 0 0 O 0 0 O O O O 0 O O 0 O O 0 0 0 O O O 0 O O O O 0 0 O 0 0 0 O O O 0 O O 0 0 0 O O 0 O O O O O Lf) Lc) C' C' V. C' 0 O 0 O 0 0 0 CC) L.n Lf) in to) Lf) Lf) 0 0 0 0 0 O O 0000 0 0 0 0 0 0 0 0 C' Lf) M M ( M 0 0 0 0 O O 0 LC/ tf) Lf) Ln Lf) U) LO O 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO 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 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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 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 I I CO 0) ri N M C' Lf1 LD r 00 0) 0 ri N M C' u) VD r 00 0) 0 ri N M co in CO r OD 0) O ri N M C' Lf) VD r CO 0) ri N M C' Lf) l0 r 0 O) O ri N M C' Lf) CO r OD O) O ri N 01 C' (N M ri ri ri ri H ri ri ri ri ri N N N N N N N N N N M M 01 0 M M (N (N M M ri r1 ri rl rl ri ri rl ri rl N N N N N N N M M M M M LM (N (M M M M 0 M M 01 (N M 0 M (N M (N 01 (N M LM M (N LM (N M M (N M M (N (N (N M C' C C C C' C C C' C C' C• c C' C' C' C' C' C• cP C' C' C' v' C' V) 11 1 1 I 1 1 1 I 1 1 1 I I I I 1 1 1 1 1 I 1 I 1 1 1 1 1 1 1 1 I 1 I 1 I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 rA ri r{ ri ri ri ri ri ri r-I ri ri ri ri ri ri ri ri ri ri ri ri ri r{ ri ri ri ri r-I ri ri ri ri .-i ri ri ri H ri ri ri ri ri ri ri ri ri ri rl ri ri ri ri ri ri ri ri H ri 4-1 ri ri ri ri r-I 0 0 0 ' • O O O O O O O O O O O O O O O O O O O O O O O O O O O O O ° .1 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 U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U U 0 0 0 0 0 0 0 0 0 U U U U U U U U 0 U U 0 U U U U U U U U N 6/22/2005 EwDes-L.out Page 18 Co1-4 25 0.00 0.79 0.08 3.86 0.00 Co1-4 26 0.00 0.79 -0.01 -0.52 0.00 Col-4 27 0.00 0.79 -0.02 -0.91 0.00 -11-4 28 0.00 0.79 -0.01 -0.52 0.00 .1-4 29 0.00 0.79 -0.02 -0.91 0.00 Col-4 30 0.00 0.79 -0.02 -0.91 0.00 Co1-4 31 0.00 0.79 0.00 0.00 0.00 Co1-4 32 0.00 0.79 0.00 0.00 0.00 Co1-4 33 0.00 0.79 0.04 1.93 0.00 Co1-4 34 0.00 0.79 0.06 2.94 0.00 Co1-4 35 0.00 0.79 0.08 3.86 0.00 Co1-4 36 0.00 0.79 0.04 1.93 0.00 Co1-4 37 0.00 0.79 0.06 2.85 0.00 Co1-4 38 0.00 0.79 0.08 3.86 0.00 Co1-4 39 0.00 0.79 0.06 2.94 0.00 Co1-5 1 0.00 0.77 -0.06 1.40 0.00 Co1-5 2 0.00 0.77 -0.06 1.40 0.00 Co1-5 3 0.00 0.77 -0.04 0.94 0.00 Co1-5 4 0.00 0.77 -0.04 0.94 0.00 Co1-5 5 0.00 0.77 -0.04 0.84 0.00 Co1-5 6 0.00 0.77 -0.04 0.84 0.00 Co1-5 7 0.00 0.77 0.01 -0.26 0.00 Co1-5 8 0.00 0.77 0.01 -0.13 0.00 Co1-5 9 0.00 0.77 0.01 -0.26 0.00 Co1-5 10 0.00 0.77 -0.01 0.29 0.00 Co1-5 11 0.00 0.77 -0.01 0.29 0.00 Co1-5 12 0.00 0.77 0.00 0.05 0.00 Co1-5 13 0.00 0.77 0.00 0.05 0.00 Co1-5 14 0.00 0.77 -0.03 0.75 0.00 Co1-5 15 0.00 0.77 -0.03 0.64 0.00 Co1-5 16 0.00 0.77 -0.06 1.40 0.00 Co1-5 17 0.00 0.77 -0.03 0.75 0.00 Co1-5 18 0.00 0.77 -0.06 1.51 0.00 Co1-5 19 0.00 0.77 -0.06 1.40 0.00 1-5 20 0.00 0.77 -0.03 0.64 0.00 1-5 21 0.00 0.77 0.01 -0.13 0.00 Co1-5 22 0.00 0.77 0.01 -0.26 0.00 Co1-5 23 0.00 0.77 0.00 0.08 0.00 Co1-5 24 0.00 0.77 0.00 0.02 0.00 Co1-5 25 0.00 0.77 -0.06 1.30 0.00 Co1-5 26 0.00 0.77 0.01 -0.18 0.00 Co1-5 27 0.00 0.77 0.01 -0.31 0.00 Co1-5 28 0.00 0.77 0.01 -0.18 0.00 Co1-5 29 0.00 0.77 0.01 -0.31 0.00 Co1-5 30 0.00 0.77 0.01 -0.31 0.00 Co1-5 31 0.00 0.77 0.00 0.00 0.00 Co1-5 32 0.00 0.77 0.00 0.00 0.00 001-5 33 0.00 0.77 -0.03 0.65 0.00 Col-5 34 0.00 0.77 -0.02 0.54 0.00 Co1-5 35 0.00 0.77 -0.06 1.30 0.00 Co1-5 36 0.00 0.77 -0.03 0.65 0.00 Co1-5 37 0.00 0.77 -0.06 1.41 0.00 Co1-5 38 0.00 0.77 -0.06 1.30 0.00 Co1-5 39 0.00 0.77 -0.02 0.54 0.00 Raf-1 1 -0.01 Raf-1 2 0.00 Raf-1 3 0.00 Raf-1 4 0.00 Raf-1 5 0.00 Raf-1 6 0.00 Raf-1 7 0.00 Raf-1 8 0.00 Raf-1 9 0.00 Raf-1 10 0.00 z aZ1 z3 ro zg z W x z x W x '7D W W W W W '.O x 70 W W 7D 7D 7:1 7D ;O x x 7D 7D x 70 x z 7D 7D x1 7D 711 ;U ',U 7J T7 7D 70 7D X1 ;U I H Di DC N N W Di W W . 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N Di Di Di Di Di Di D/ DI DI DI DI DI Di DI DI DI I 3 h7 hh hh Fry hh hh hh 1-h 1-11 hh hh hh hh hh hh hh hh hh hh hh hh hh M hh 1-h 1-h hh hh hh 1-h hh hh hh hh hh hh hh hh 1-h hh hh hh hh hh hh O hh hh hh hh hh hh M hh hh hh hh hh hh hh I H (D 70 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 1 1 1 I I I 1 I 1 VI N N N N N N N Ni Ni N N N NJ N N N Ni N N N N N N N N N N r r r r r r r r r r r r r r r r r N N N Ni r r r r r r r r r r I ,' NJ N N N N N N N r r r r r r r r r r N N N N N N N N r r r r r r r r h, C� (A J Ql CFI a, CO N r O l0 CO J 01 CP s, Co N r CD l0 CO J Ch Cn sa W NJ r J Ch Cn a, CO N r O l0 OD J 0 Ut ,a CO N r CO CO N N CO CO CO CO CO CO CO CO NJ N I H 0 01 ✓ 0 l0 CO J T U> a, CO N r 0 UD CO I a D1 'D I a 0 CJ I 1 1 I I 1 I I I I 1 I I 1 I 1 I 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 0 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 (D C) O O O O O O O r O O N r r r 1-1 N r 0 0 Cr, 0 0 0 0 0 0 r O 0 0 0 0 0 0 r O O r N r r r N 0 0 0 0 0 O O O O O O 0 0 0 0 hh H . W r I-I 0000000 0 0 0 0 0 0 0 r (D 0 O O 0 r 0 0 O r r 0 0 O O r (] C} 7, rt (n 0 0 00000000000000 r r- W CO CO GO CO CO W CO CO CO CO CO CO CO 0 -- CO CO CO CO CO CO CO CO W CO CO CO CO CO £ y 0 1K Iv DO l9 CD 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 ?af-2 35 0.00 0.33 .oaf-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 Diem 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 Co1-1 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 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 r.Y' rYr rYr 'Y' 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. 180. 0. 120. 120. 0. 120. 0. 120. 60. * ' 'EPORTS: * .nput Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' rYr '2r rYr 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 * , )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 1 '- 'N' 1 4 7.0167 * (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 ' '-' 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/RFCOLUMNS: In sulation• la11 nsulation 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: * *vv_-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 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: * *Wa11 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_Wind_1 Rafter_Wind2 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 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 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 14 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 15 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 16 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 17 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 18 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 20 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 21 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 00' 1- Z 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T 6I 00' 1- T 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T £i 00'T Z 00'0 00'0 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EZ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'1 00'0 00'0 ZZ Saud ud Ino•g-sap t3 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 W1 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 : NAUSO1 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 6/22/2005 EwDes-R.out Page 7 14888 Column & Rafter Design 6/ 2/05 1:48pm I sER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Co1-1 0.3 4X25C16 4.00 16ga 2.50 16ga 7.7 15.4 Col-2 5.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8 Co1-3 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 4X25C16 4.00 16ga 2.50 16ga 7.7 15.4 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= 150.64 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 0.72 3.71 -0.02 4.30 0.12 1.30 Col-1 2 0.44 3.71 -0.01 4.30 0.07 1.30 Col-1 3 0.49 3.71 -0.01 4.30 0.08 1.30 Col-1 4 -0.14 19.43 0.00 4.30 -0.02 1.30 Col-1 5 -0.14 19.43 0.00 4.30 -0.02 1.30 Col-1 6 -0.07 19.43 0.00 4.30 -0.01 1.30 Col-1 7 0.15 3.71 0.00 4.30 0.02 1.30 Col-1 8 0.16 3.71 0.00 4.30 0.02 1.30 'o1-1 9 0.03 3.71 0.00 4.30 0.00 1.30 .01-1 10 0.03 3.71 0.00 4.30 0.00 1.30 Col-1 11 -0.14 19.43 0.00 4.30 -0.02 1.30 Col-1 12 -0.07 19.43 0.00 4.30 -0.01 1.30 Col-1 13 0.72 3.71 -0.02 4.30 0.12 1.30 Col-1 14 0.33 3.71 -0.01 4.30 0.05 1.30 Co1-1 15 0.39 3.71 -0.01 4.30 0.06 1.30 Col-1 16 0.78 3.71 -0.02 4.30 0.13 1.30 Col-1 17 0.39 3.71 -0.01 4.30 0.06 1.30 Col-1 18 0.33 3.71 -0.01 4.30 0.05 1.30 Col-1 19 0.72 3.71 -0.02 4.30 0.12 1.30 Col-1 20 0.04 3.71 0.00 4.30 0.00 1.30 Col-1 21 0.01 3.71 0.00 4.30 0.00 1.30 Col-1 22 0.67 3.71 -0.01 4.30 0.11 1.30 Col-1 23 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-1 24 -0.09 19.43 0.00 4.30 -0.01 1.30 Col-1 25 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-1 26 -0.09 19.43 0.00 4.30 -0.01 1.30 Col-1 27 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-1 28 0.00 3.71 0.00 4.30 0.00 1.30 Col-1 29 0.00 3.71 0.00 4.30 0.00 1.30 Col-1 30 0.67 3.71 -0.01 4.30 0.11 1.30 Col-1 31 0.28 3.71 -0.01 4.30 0.05 1.30 Col-1 32 0.34 3.71 -0.01 4.30 0.06 1.30 Col-1 33 0.73 3.71 -0.02 4.30 0.12 1.30 Col-1 34 0.34 3.71 -0.01 4.30 0.06 1.30 Col-1 35 0.28 3.71 -0.01 4.30 0.05 1.30 Col-1 36 0.67 3.71 -0.01 4.30 0.11 1.30 Col-2 1 2.12 3.55 -0.04 4.30 0.35 1.28 Col-2 2 1.28 3.55 -0.20 4.30 0.44 1.28 Co1-2 3 1.43 3.55 -0.20 4.30 0.45 1.28 6/22/2005 EwDes-R.out Page 8 Co1-2 4 -0.41 19.43 0.21 4.30 -0.44 1.28 Co1-2 5 -0.41 19.43 0.24 4.30 0.41 1.28 Co1-2 6 -0.21 19.43 0.23 4.30 0.43 1.28 -01-2 7 0.43 3.55 -0.01 4.30 0.07 1.28 ..o1-2 8 0.42 3.55 -0.01 4.30 0.07 1.28 Co1-2 9 0.06 3.55 0.00 4.30 0.01 1.28 Co1-2 10 0.05 3.55 0.00 4.30 0.01 1.28 Co1-2 11 -0.41 19.43 0.01 4.30 -0.07 1.28 Co1-2 12 -0.21 19.43 0.00 4.30 -0.04 1.28 Co1-2 13 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-2 14 1.64 3.55 -0.03 4.30 0.27 1.28 Co1-2 15 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-2 16 1.60 3.55 -0.03 4.30 0.26 1.28 Co1-2 17 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-2 18 1.65 3.55 -0.03 4.30 0.27 1.28 Co1-2 19 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-2 20 0.09 3.55 0.00 4.30 0.01 1.28 Co1-2 21 0.03 3.55 0.00 4.30 0.01 1.28 Co1-2 22 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-2 23 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-2 24 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-2 25 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-2 26 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-2 27 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-2 28 0.00 3.55 0.00 4.30 0.00 1.28 Co1-2 29 0.00 19.43 0.00 4.30 0.00 1.28 Co1-2 30 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-2 31 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-2 32 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-2 33 1.47 3.55 -0.03 4.30 0.25 1.28 Co1-2 34 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-2 35 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-2 36 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-3 1 1.37 3.40 -0.03 4.30 0.23 1.25 -o1-3 2 0.88 3.40 -0.20 4.30 0.44 1.25 .;01-3 3 0.88 3.40 -0.20 4.30 0.44 1.25 Co1-3 4 -0.26 19.43 0.22 4.30 -0.46 1.25 Co1-3 5 -0.20 19.43 0.24 4.30 0.47 1.25 Co1-3 6 -0.20 19.43 0.24 4.30 0.47 1.25 Co1-3 7 0.27 3.40 -0.01 4.30 0.04 1.25 Co1-3 8 0.27 3.40 -0.01 4.30 0.04 1.25 Co1-3 9 0.04 3.40 0.00 4.30 0.00 1.25 Co1-3 10 0.04 3.40 0.00 4.30 0.00 1.25 Co1-3 11 -0.20 19.43 0.00 4.30 -0.03 1.25 Co1-3 12 -0.20 19.43 0.00 4.30 -0.03 1.25 Co1-3 13 1.05 3.40 -0.02 4.30 0.17 1.25 Co1-3 14 1.45 3.40 -0.03 4.30 0.24 1.25 Co1-3 15 1.05 3.40 -0.02 4.30 0.17 1.25 Co1-3 16 0.68 3.40 -0.01 4.30 0.11 1.25 Co1-3 17 0.68 3.40 -0.01 4.30 0.11 1.25 Co1-3 18 1.41 3.40 -0.03 4.30 0.23 1.25 Co1-3 19 1.41 3.40 -0.03 4.30 0.23 1.25 Co1-3 20 0.07 3.40 0.00 4.30 0.01 1.25 Co1-3 21 0.02 3.40 0.00 4.30 0.00 1.25 Co1-3 22 1.28 3.40 -0.03 4.30 0.21 1.25 Co1-3 23 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 24 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 25 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 26 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 27 -0.29 19.43 0.01 4.30 -0.05 1.25 Co1-3 28 0.00 19.43 0.00 4.30 0.00 1.25 Co1-3 29 0.00 19.43 0.00 4.30 0.00 1.25 Co1-3 30 0.96 3.40 -0.02 4.30 0.16 1.25 Co1-3 31 1.37 3.40 -0.03 4.30 0.23 1.25 Co1-3 32 0.96 3.40 -0.02 4.30 0.16 1.25 6/22/2005 EwDes-R.out Page 9 Co1-3 33 0.60 3.40 -0.01 4.30 0.10 1.25 Co1-3 34 0.60 3.40 -0.01 4.30 0.10 1.25 Co1-3 35 1.33 3.40 -0.03 4.30 0.22 1.25 'ol-3 36 1.33 3.40 -0.03 4.30 0.22 1.25 .o1-4 1 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-4 2 1.43 3.55 -0.20 4.30 0.45 1.28 Co1-4 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 Co1-4 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 Co1-4 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 T0'0 IO'0 IO'0 00'0 00'0 ZT T-Tog Z0'0 Z0'0 Z0'0 00'0 TO'0 TT I-Too T0'0 T0'0 00'0 00'0 T0'0 0T T-ToD T0'0 T0'0 00'0 00'0 T0'0 6 T-Tog 90'0 90'0 Z0'0 00'0 b0'O 8 I-Too SO'0 50'0 Z0'0 00'0 b0'0 L T-Too TO'0 IO'0 TO'0 00'0 00'0 9 T-Too Z0'0 Z0'0 ZO'0 00'0 TO'0 S T-Too Z0'0 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N CO Ni CO ., O O O O o O O O O ., r Ni Ni r N r r C) 0 0 O O O O Ni O O r N CO r Ni r r 0 0 0 O O C) O O O r r Ni 01 CO ✓ r CA CO Cn r OD .A r r CD r J r CD r OD r r CO CO r Cn ., CO r r J CD CO J r W O O Ni Ni r Ni r J O r Co 00 r Cn CO CO Cn Ni r r r Cn 01 Ni r Ni J CD CO .A .A OQ W 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 _if-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 Co1-1 6 0.00 0.77 0.00 -0.06 0.00 Co1-1 7 0.00 0.77 0.00 0.15 0.00 Col-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 Co1-1 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 Co1-1 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 Co1-1 18 0.00 0.77 0.01 0.33 0.00 Co1-1 19 0.00 0.77 0.02 0.72 0.00 41-1 20 0.00 0.77 0.00 0.04 0.00 J1-1 21 0.00 0.77 0.00 0.01 0.00 Col-1 22 0.00 0.77 0.01 0.67 0.00 Co1-1 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 Co1-1 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 Co1-2 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 00'0 Zb'0 TO'0 6L'0 00'0 L b-Top 00'0 WO- ZZ'0 6L'0 TI'0 9 b-ToD 00'0 TZ'0- ZZ'O 6L'0 IV O S b-T00 00'0 WO- IZ'0- 6L'0 O1'0- b b-T00 00'0 8Z'T OZ'0 6L'0 80'0 £ b-ToD 00'0 £b'T OZ'0 6L'0 80'0 Z b-ToD 00'0 ZI'Z b0'0 6L'0 00'0 I b-T0D 00'0 ££'T £0'0 T8.0 00'0 9£ £-ToD 00'0 ££'I £0'0 T8'0 00'0 SE £-T03 00'0 09.0 TO'0 T8.0 00'0 b£ £-T03 00'0 09.0 T0'0 T8.0 00'0 ££ £-To3 00'0 96'0 ZO'0 T8'0 00'0 Z£ £-ToD 00'0 L£'T £0.0 T8'0 00'0 T£ £-T03 00'0 96'0 ZO'0 T8'0 00'0 0£ £-T03 00'0 00'0 00'0 T8'0 00'0 6Z £-T03 00'0 00'0 00'0 T8'0 00'0 8Z £-T03 00'0 6Z'0- T0'0- 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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 1 '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 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 Sep hqcICgV5 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 ENDWALL DESIGN (DESIGN OF FRAME TYPE G) 6/22/2005 EW.out Pagel * *14888 Endwall Design Input 5/31/05 2:40pm * ************************** * DESIGN OF EXTRA RAFTER * * AT FL G ************************** * * (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 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 'I' 'Y' '2' "Y' 'Y' '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 10.0000 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 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: * --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 ' '-' 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 ' 8.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * mber 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 6/22/2005 EW.out Page 3 3 0.000 2 3.336 1 3.336 3 * ' PANELS/RF COLUMNS: * gall 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 '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)CAN0PY: * *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 * (33)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 2 0 0 * (34)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_Wind1 Rafter_Wind_2 Bracing_Wind Long Surface * Td 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 6/22/2005 EW.out Page 5 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 * *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 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_Wind2 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_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: * No. Aux Aux No. Add Add Load 6/22/2005 EW.out ?age() * Aux Id Name Combs Id Coef 0 * (44)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 2:33pm 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 2:33pm 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 35.3 Col-2 10.0 4X25C16 4.00 16ga 2.50 16ga 8.6 17.3 Col-3 20.0 16X30C19 16.00 0.046 3.00 0.046 8.2 35.3 Raf-1 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-0.02 0.52 0.13 7.45 Co1-3 18 -0.22 41.83 -0.01 0.52 0.07 7.45 -o1-3 19 -0.38 41.83 -0.02 0.52 0.13 7.45 .o1-3 20 -0.38 41.83 -0.02 0.52 0.13 7.45 Col-3 21 0.00 5.56 0.00 0.52 0.00 7.45 Col-3 22 0.00 5.56 0.00 0.52 0.00 7.45 Raf-1 1 0.07 13.23 1.69 2.65 -4.23 5.11 Raf-1 2 0.00 32.18 -0.34 2.65 0.85 4.12 Raf-1 3 -0.01 32.18 0.18 2.65 0.44 4.12 Raf-1 4 0.00 7.75 -0.23 2.65 0.57 4.12 Raf-1 5 -0.01 32.18 -0.07 2.65 0.16 4.12 Raf-1 6 0.01 13.23 0.33 2.65 -0.83 5.11 Raf-1 7 0.07 13.79 0.33 2.65 -0.82 5.11 Raf-1 8 0.02 12.23 -0.04 2.65 -0.10 5.11 Raf-1 9 0.05 13.23 -0.04 2.65 -0.10 5.11 Raf-1 10 -0.02 32.18 -0.34 2.65 0.85 4.12 Raf-1 11 0.00 13.23 0.07 2.65 -0.16 5.11 Raf-1 12 0.00 13.23 -0.03 2.65 -0.06 5.11 Raf-1 13 0.07 13.23 1.60 2.65 -4.00 5.11 Raf-1 14 0.00 32.18 0.38 2.65 0.95 4.12 Raf-1 15 -0.01 32.18 0.22 2.65 0.54 4.12 Raf-1 16 0.00 7.75 -0.27 2.65 0.67 4.12 Raf-1 17 0.00 32.18 -0.10 2.65 0.26 4.12 Raf-1 18 -0.02 32.18 0.38 2.65 0.95 4.12 Raf-1 19 0.03 13.23 0.00 2.65 0.00 5.11 Raf-1 20 0.04 7.75 0.00 2.65 0.00 4.12 Raf-2 1 0.07 13.23 1.69 2.65 -4.23 5.11 Raf-2 2 -0.01 32.18 -0.18 2.65 0.44 4.12 Raf-2 3 0.00 32.18 -0.34 2.65 0.85 4.12 Raf-2 4 -0.01 32.18 -0.07 2.65 0.16 4.12 Raf-2 5 0.00 7.75 -0.23 2.65 0.57 4.12 Raf-2 6 0.07 13.23 0.33 2.65 -0.82 5.11 'af-2 7 0.01 13.23 0.33 2.65 -0.83 5.11 ,af-2 8 0.05 12.23 0.04 2.65 -0.10 5.11 Raf-2 9 0.02 13.23 0.04 2.65 -0.10 5.11 Raf-2 10 -0.02 32.18 -0.34 2.65 0.85 4.12 Raf-2 11 0.00 13.23 0.07 2.65 -0.16 5.11 Raf-2 12 0.00 13.23 0.03 2.65 -0.06 5.11 Raf-2 13 0.07 13.23 1.60 2.65 -4.00 5.11 Raf-2 14 -0.01 32.18 0.22 2.65 0.54 4.12 Raf-2 15 0.00 32.18 -0.38 2.65 0.95 4.12 Raf-2 16 0.00 32.18 0.10 2.65 0.26 4.12 Raf-2 17 0.00 7.75 -0.27 2.65 0.67 4.12 Raf-2 18 -0.02 32.18 -0.38 2.65 0.95 4.12 Raf-2 19 0.04 7.75 0.00 2.65 0.00 4.12 Raf-2 20 0.03 13.23 0.00 2.65 0.00 5.11 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max_UC Col-1 1 0.31 0.13 0.08 0.38 0.02 0.38 Co1-1 2 0.31 0.13 0.08 0.38 0.02 0.38 Col-1 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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 '01-1 34 0.00 0.82 ,o1-2 23 0.00 0.86 Col-2 24 0.13 0.86 Col-2 25 0.13 0.86 Col-2 26 -0.13 0.86 Col-2 27 0.13 0.86 Col-2 28 0.13 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 -0.26 0.67 Raf-1 22 0.05 0.67 'af-1 23 0.03 0.67 .af-1 24 0.04 0.67 Raf-1 25 0.01 0.67 Raf-1 26 -0.26 0.67 Raf-1 27 -0.26 0.67 Raf-1 28 -0.01 0.67 Raf-1 29 -0.01 0.67 Raf-1 30 0.05 0.67 Raf-2 21 -0.26 0.67 Raf-2 22 0.03 0.67 Raf-2 23 0.05 0.67 Raf-2 24 0.01 0.67 Raf-2 25 0.04 0.67 Raf-2 26 -0.26 0.67 Raf-2 27 -0.26 0.67 Raf-2 28 -0.01 0.67 Raf-2 29 -0.01 0.67 Raf-2 30 0.05 0.67 14888 Rafter Splice Report 6/14/05 2:33pm 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 0.0 1.7 0.0 0 0.000 0.00 0.00 1 ,8 Base Plate & Anchor Bolt Design 6/14/05 2:33pm 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 1.7 -0.4 0.1 2 0.750 3.00 Col-2 4.0 3.4 -0.8 0.3 2 0.750 3.00 Col-3 16.0 1.7 -0.4 0.1 2 0.750 3.00 14888 Flush Girt Design Report 6/14/05 2:33pm 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 1 9.292 2 1 9.292 6/22/2005 EW.out Page 14 GIRT SIZE: Bay No. Girt Id Id Girt 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 2:33pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 44.9 Calc = 13.3 BRACING NOT REQUIRED 14888 Wall Panel Report 6/14/05 2:33pm 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 14888 Endwall Design Warning Report 6/14/05 2:33pm 6/22/2005 EW.out Page 15 . . No Warnings 14888 Endwall Weight Summary 6/14/05 2:33pm FORCED SPACING: Total Column Weight = 87.81 Total Rafter Weight = 71.86 Total Girt Weight = 37.35 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 26.40 Total Endwall Weight = 223.42 ENDWALL DESIGN (DESIGN OF RAFTER NEAR EW WITH COLUMNS AT 5 FT ON-CENTER) 6/22/2005 EW.out Page 1 * *14888 Endwall Design Input 5/31/05 2:40pm * **************************** * DESIGN OF EXTRA RAFTER * * AT EW WITH CLMS AT 5' OC * **************************** * * (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' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg CSec 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 rYr rYr Ty! * (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: * --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 'C ' 6.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * !nber 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 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 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 '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 * (. ,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 * (3"1)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 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 1.9 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 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 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 * *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 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: 6/22/2005 EW.out Page 6 * No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 0 * (44)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 2:22pm 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 6/22/2005 EW.out Page 7 Raf-4 6X20C16 6.00 16ga 2.00 16ga 5.0 11.5 Total= 168.74 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 0.88 5.56 0.03 0.52 -0.28 7.45 Col-1 2 0.88 5.56 0.03 0.52 -0.28 7.45 Col-1 3 0.54 5.56 0.02 0.52 -0.17 7.45 Col-1 4 0.60 5.56 0.02 0.52 -0.19 7.45 Col-1 5 0.54 5.56 0.02 0.52 -0.17 7.45 Col-1 6 -0.17 41.83 -0.01 0.52 0.06 7.45 Co1-1 7 -0.09 41.83 0.00 0.52 0.03 7.45 Col-1 8 -0.17 41.83 -0.01 0.52 0.06 7.45 Col-1 9 0.20 5.56 0.01 0.52 -0.05 7.45 Col-1 10 0.20 5.56 0.01 0.52 -0.05 7.45 Col-1 11 0.04 5.56 0.00 0.52 -0.01 7.45 Col-1 12 0.04 5.56 0.00 0.52 -0.01 7.45 Col-1 13 0.07 5.56 0.00 0.52 -0.01 7.45 Col-1 14 0.01 5.56 0.00 0.52 0.00 7.45 Col-1 15 0.80 5.56 0.03 0.52 -0.27 7.45 Col-1 16 -0.19 41.83 -0.01 0.52 0.06 7.45 Col-1 17 -0.11 41.83 0.00 0.52 0.04 7.45 Col-1 18 -0.19 41.83 -0.01 0.52 0.06 7.45 Col-1 19 -0.11 41.83 0.00 0.52 0.04 7.45 Col-1 20 -0.19 41.83 -0.01 0.52 0.06 7.45 Col-1 21 0.00 5.56 0.00 0.52 0.00 7.45 Col-1 22 0.00 5.56 0.00 0.52 0.00 7.45 Col-2 1 1.70 7.52 -0.03 4.30 0.28 1.70 01-2 2 1.70 7.52 -0.14 4.30 0.38 1.70 -01-2 3 1.02 7.52 -0.02 4.30 0.17 1.70 Col-2 4 1.14 7.52 -0.02 4.30 0.19 1.70 Col-2 5 1.02 7.52 -0.02 4.30 0.17 1.70 Col-2 6 -0.34 19.43 0.01 4.30 -0.06 1.70 Col-2 7 -0.18 19.43 0.00 4.30 -0.03 1.70 Co1-2 8 -0.34 19.43 0.01 4.30 -0.06 1.70 Col-2 9 0.34 7.52 -0.01 4.30 0.05 1.70 Col-2 10 0.34 7.52 -0.01 4.30 0.05 1.70 Co1-2 11 0.05 7.52 0.00 4.30 0.01 1.70 Col-2 12 0.05 7.52 0.00 4.30 0.01 1.70 Col-2 13 0.08 7.52 0.00 4.30 0.01 1.70 Col-2 14 0.03 7.52 0.00 4.30 0.00 1.70 Col-2 15 1.60 7.52 -0.03 4.30 0.27 1.70 Co1-2 16 -0.38 19.43 0.01 4.30 -0.06 1.70 Col-2 17 -0.22 19.43 0.00 4.30 -0.04 1.70 Co1-2 18 -0.38 19.43 0.01 4.30 -0.06 1.70 Co1-2 19 -0.22 19.43 0.00 4.30 -0.04 1.70 Co1-2 20 -0.38 19.43 0.01 4.30 -0.06 1.70 Co1-2 21 0.00 7.52 0.00 4.30 0.00 1.70 Col-2 22 0.00 19.43 0.00 4.30 0.00 1.70 Co1-3 1 1.70 7.21 -0.03 4.30 0.28 1.69 Col-3 2 1.70 7.21 -0.14 4.30 0.39 1.69 Co1-3 3 1.08 7.21 -0.02 4.30 0.18 1.69 Co1-3 4 1.08 7.21 -0.02 4.30 0.18 1.69 Co1-3 5 1.02 7.21 -0.02 4.30 0.17 1.69 Co1-3 6 -0.26 19.43 0.01 4.30 -0.04 1.69 Col-3 7 -0.26 19.43 0.01 4.30 -0.04 1.69 Co1-3 8 -0.34 19.43 0.01 4.30 -0.06 1.69 Co1-3 9 0.34 7.21 -0.01 4.30 0.05 1.69 Co1-3 10 0.34 7.21 -0.01 4.30 0.05 1.69 00 0 a CA CA Ol Ol O1 CA Ol CA CA O1 CA CA 0 CD CD CD O O O O O O O O O O O O O O O O O O U1 u) u) 171 1.0 In 111 In VI 111 L11 In In Ln u") In In Ln U1 Ln 111 Ln OD O 0 0 O CO CO CO l0 l0 l0 lfl lO VD VD l0 to VD !` t` I` 1` I` 1` r- I` 1` t` I` I` 1` I` r- I` 1` I` 1` r I` 1` v' C V' v' v' v' V' V' a' V' v' <I' 'a' v' V' Q' C V' v' C' V' a' N CA CA Ol Ol N N N . . . . . . . . . . . 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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 1 10 01 N f0 N n Id 10 U U U ( O CJ U U U U U U U U U U U U U U U IJ U CJ U U U U U U U U U ) O U CJ U U O U O O O O U O O U O U O U O I d a 0: f1: C4 C4 d a N - 6/22/2005 EW.out Page 9 Raf-1 9 0.05 13.04 -0.02 3.62 -0.02 3.28 Raf-1 10 -0.01 22.20 0.17 3.62 0.21 2.90 Raf-1 11 0.00 12.03 0.03 3.62 -0.04 3.28 'af-1 12 0.00 13.04 0.01 3.62 -0.02 3.28 .af-1 13 0.03 12.03 -0.80 3.62 -1.00 3.28 Raf-1 14 0.01 9.52 -0.19 3.62 0.24 2.90 Raf-1 15 0.00 22.20 -0.11 3.62 0.13 2.90 Raf-1 16 0.01 9.52 -0.13 3.62 0.17 2.90 Raf-1 17 0.00 22.20 -0.05 3.62 0.07 2.90 Raf-1 18 -0.01 22.20 0.19 3.62 0.24 2.90 Raf-1 19 0.01 13.04 0.00 3.62 0.00 3.28 Raf-1 20 0.05 9.52 0.00 3.62 0.00 2.90 Raf-2 1 0.04 12.03 0.84 3.62 -1.05 3.28 Raf-2 2 -0.01 22.20 -0.17 3.62 0.22 2.90 Raf-2 3 -0.01 22.20 -0.09 3.62 0.11 2.90 Raf-2 4 0.00 22.20 -0.12 3.62 0.15 2.90 Raf-2 5 -0.01 22.20 -0.03 3.62 0.04 2.90 Raf-2 6 0.02 12.03 -0.16 3.62 -0.20 3.28 Raf-2 7 0.05 12.03 0.16 3.62 -0.20 3.28 Raf-2 8 0.02 13.03 0.02 3.62 -0.02 3.28 Raf-2 9 0.04 12.03 0.02 3.62 -0.02 3.28 Raf-2 10 -0.02 22.20 -0.17 3.62 0.22 2.90 Raf-2 11 0.00 12.03 0.03 3.62 -0.04 3.28 Raf-2 12 0.00 12.03 -0.01 3.62 -0.02 3.28 Raf-2 13 0.03 12.03 -0.80 3.62 -1.00 3.28 Raf-2 14 -0.01 22.20 -0.19 3.62 0.24 2.90 Raf-2 15 -0.01 22.20 -0.11 3.62 0.13 2.90 Raf-2 16 0.00 22.20 0.13 3.62 0.17 2.90 Raf-2 17 -0.01 22.20 -0.05 3.62 0.07 2.90 Raf-2 18 -0.02 22.20 -0.19 3.62 0.24 2.90 Raf-2 19 0.03 13.03 0.00 3.62 0.00 3.28 Raf-2 20 0.04 9.50 0.00 3.62 0.00 2.90 Raf-3 1 0.04 12.03 0.84 3.62 -1.05 3.28 Raf-3 2 -0.01 22.20 0.09 3.62 0.11 2.90 of-3 3 -0.01 22.20 0.17 3.62 0.21 2.90 _.af-3 4 -0.01 22.20 0.03 3.62 0.04 2.90 Raf-3 5 0.00 22.20 -0.12 3.62 0.15 2.90 Raf-3 6 0.05 12.03 0.16 3.62 -0.20 3.28 Raf-3 7 0.02 12.03 0.16 3.62 -0.20 3.28 Raf-3 8 0.04 13.04 -0.02 3.62 -0.02 3.28 Raf-3 9 0.02 12.03 0.02 3.62 -0.02 3.28 Raf-3 10 -0.02 22.20 0.17 3.62 0.21 2.90 Raf-3 11 0.00 12.03 0.03 3.62 -0.04 3.28 Raf-3 12 0.00 12.03 0.01 3.62 -0.02 3.28 Raf-3 13 0.03 12.03 -0.80 3.62 -1.00 3.28 Raf-3 14 -0.01 22.20 -0.11 3.62 0.13 2.90 Raf-3 15 -0.01 22.20 -0.19 3.62 0.24 2.90 Raf-3 16 -0.01 22.20 -0.05 3.62 0.07 2.90 Raf-3 17 0.00 22.20 -0.13 3.62 0.17 2.90 Raf-3 18 -0.02 22.20 -0.19 3.62 0.24 2.90 Raf-3 19 0.04 9.52 0.00 3.62 0.00 2.90 Raf-3 20 0.03 12.03 0.00 3.62 0.00 3.28 Raf-4 1 0.04 12.03 0.84 3.62 -1.05 3.28 Raf-4 2 -0.01 22.20 -0.09 3.62 0.11 2.90 Raf-4 3 0.01 9.50 -0.17 3.62 0.22 2.90 Raf-4 4 0.00 22.20 -0.03 3.62 0.04 2.90 Raf-4 5 0.01 9.50 -0.12 3.62 0.15 2.90 Raf-4 6 0.06 9.50 0.16 3.62 -0.20 3.28 Raf-4 7 0.01 12.03 -0.16 3.62 -0.20 3.28 Raf-4 8 0.05 13.03 0.02 3.62 -0.02 3.28 Raf-4 9 0.01 13.03 0.02 3.62 -0.02 3.28 Raf-4 10 -0.01 22.20 0.17 3.62 0.22 2.90 Raf-4 11 0.00 13.03 0.03 3.62 -0.04 3.28 Raf-4 12 0.00 13.03 0.01 3.62 -0.02 3.28 Raf-4 13 0.03 12.03 0.80 3.62 -1.00 3.28 6/22/2005 EW.out Page 10 Raf-4 14 0.00 22.20 -0.11 3.62 0.13 2.90 Raf-4 15 0.01 9.50 -0.19 3.62 0.24 2.90 Raf-4 16 0.00 22.20 0.05 3.62 0.07 2.90 of-4 17 0.01 9.50 -0.13 3.62 0.17 2.90 ,af-4 18 -0.01 22.20 -0.19 3.62 0.24 2.90 Raf-4 19 0.05 9.50 0.00 3.62 0.00 2.90 Raf-4 20 0.01 13.03 0.00 3.62 0.00 3.28 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC Col-1 1 0.16 0.07 0.04 0.19 0.01 0.19 Col-1 2 0.16 0.07 0.04 0.19 0.01 0.19 Col-1 3 0.10 0.04 0.02 0.11 0.00 0.11 Col-1 4 0.11 0.04 0.03 0.13 0.00 0.13 Col-1 5 0.10 0.04 0.02 0.11 0.00 0.11 Col-1 6 0.00 0.01 0.01 0.01 0.01 Col-1 7 0.00 0.01 0.00 0.00 0.01 Col-1 8 0.00 0.01 0.01 0.01 0.01 Col-1 9 0.04 0.01 0.01 0.04 0.04 Col-1 10 0.04 0.01 0.01 0.04 0.04 Col-1 11 0.01 0.00 0.00 0.01 0.01 Col-1 12 0.01 0.00 0.00 0.01 0.01 Col-1 13 0.01 0.00 0.00 0.01 0.01 Col-1 14 0.00 0.00 0.00 0.00 0.00 Col-1 15 0.14 0.06 0.04 0.18 0.01 0.18 Col-1 16 0.00 0.01 0.01 0.01 0.01 Col-1 17 0.00 0.01 0.00 0.00 0.01 Col-1 18 0.00 0.01 0.01 0.01 0.01 Col-1 19 0.00 0.01 0.00 0.00 0.01 Col-1 20 0.00 0.01 0.01 0.01 0.01 1-1 21 0.00 0.00 0.00 0.00 0.00 J1-1 22 0.00 0.00 0.00 0.00 0.00 Col-2 1 0.23 0.01 0.16 0.40 0.40 Col-2 2 0.23 0.03 0.22 0.46 0.02 0.46 Col-2 3 0.14 0.00 0.10 0.23 0.23 Col-2 4 0.15 0.01 0.11 0.26 0.26 Col-2 5 0.14 0.00 0.10 0.23 0.23 Col-2 6 0.02 0.00 0.03 0.03 0.03 Col-2 7 0.01 0.00 0.02 0.02 0.02 Col-2 8 0.02 0.00 0.03 0.03 0.03 Col-2 9 0.05 0.00 0.03 0.07 0.07 Col-2 10 0.05 0.00 0.03 0.07 0.07 Col-2 11 0.01 0.00 0.00 0.01 0.01 Col-2 12 0.01 0.00 0.00 0.01 0.01 Col-2 13 0.01 0.00 0.01 0.01 0.01 Col-2 14 0.00 0.00 0.00 0.01 0.01 Col-2 15 0.21 0.01 0.16 0.38 0.38 Col-2 16 0.02 0.00 0.04 0.04 0.04 Col-2 17 0.01 0.00 0.02 0.02 0.02 Col-2 18 0.02 0.00 0.04 0.04 0.04 Col-2 19 0.01 0.00 0.02 0.02 0.02 Col-2 20 0.02 0.00 0.04 0.04 0.04 Col-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 Col-3 1 0.24 0.01 0.17 0.41 0.41 Col-3 2 0.24 0.03 0.23 0.48 0.02 0.48 Col-3 3 0.15 0.00 0.10 0.25 0.25 Col-3 4 0.15 0.00 0.10 0.25 0.25 Col-3 5 0.14 0.00 0.10 0.24 0.24 Col-3 6 0.01 0.00 0.03 0.03 0.03 Col-3 7 0.01 0.00 0.03 0.03 0.03 6/22/2005 EW.out Page 11 Co1-3 8 0.02 0.00 0.03 0.03 0.03 Co1-3 9 0.05 0.00 0.03 0.08 0.08 Co1-3 10 0.05 0.00 0.03 0.08 0.08 1-3 11 0.01 0.00 0.00 0.01 0.01 ,1-3 12 0.01 0.00 0.00 0.01 0.01 Co1-3 13 0.01 0.00 0.01 0.01 0.01 Co1-3 14 0.00 0.00 0.00 0.01 0.01 Co1-3 15 0.22 0.01 0.16 0.39 0.39 Co1-3 16 0.02 0.00 0.03 0.03 0.03 Co1-3 17 0.02 0.00 0.03 0.03 0.03 Co1-3 18 0.02 0.00 0.03 0.03 0.03 Co1-3 19 0.02 0.00 0.03 0.03 0.03 Co1-3 20 0.02 0.00 0.04 0.04 0.04 Co1-3 21 0.00 0.00 0.00 0.00 0.00 Co1-3 22 0.00 0.00 0.00 0.00 0.00 Co1-4 1 0.23 0.01 0.16 0.40 0.40 Co1-4 2 0.23 0.03 0.22 0.46 0.02 0.46 Co1-4 3 0.15 0.01 0.11 0.26 0.26 Co1-4 4 0.14 0.00 0.10 0.23 0.23 Co1-4 5 0.14 0.00 0.10 0.23 0.23 Co1-4 6 0.01 0.00 0.02 0.02 0.02 Co1-4 7 0.02 0.00 0.03 0.03 0.03 Co1-4 8 0.02 0.00 0.03 0.03 0.03 Co1-4 9 0.05 0.00 0.03 0.07 0.07 Co1-4 10 0.05 0.00 0.03 0.07 0.07 Co1-4 11 0.01 0.00 0.00 0.01 0.01 Co1-4 12 0.01 0.00 0.00 0.01 0.01 Co1-4 13 0.01 0.00 0.01 0.01 0.01 Co1-4 14 0.00 0.00 0.00 0.01 0.01 Co1-4 15 0.21 0.01 0.16 0.38 0.38 Co1-4 16 0.01 0.00 0.02 0.02 0.02 Co1-4 17 0.02 0.00 0.04 0.04 0.04 Co1-4 18 0.01 0.00 0.02 0.02 0.02 Co1-4 19 0.02 0.00 0.04 0.04 0.04 1-4 20 0.02 0.00 0.04 0.04 0.04 J1-4 21 0.00 0.00 0.00 0.00 0.00 Co1-4 22 0.00 0.00 0.00 0.00 0.00 Co1-5 1 0.16 0.07 0.04 0.19 0.01 0.19 Co1-5 2 0.16 0.07 0.04 0.19 0.01 0.19 Co1-5 3 0.11 0.04 0.03 0.13 0.00 0.13 Co1-5 4 0.10 0.04 0.02 0.11 0.00 0.11 Co1-5 5 0.10 0.04 0.02 0.11 0.00 0.11 Co1-5 6 0.00 0.01 0.00 0.00 0.01 Co1-5 7 0.00 0.01 0.01 0.01 0.01 Co1-5 8 0.00 0.01 0.01 0.01 0.01 Co1-5 9 0.04 0.01 0.01 0.04 0.04 Co1-5 10 0.04 0.01 0.01 0.04 0.04 Co1-5 11 0.01 0.00 0.00 0.01 0.01 Co1-5 12 0.01 0.00 0.00 0.01 0.01 Co1-5 13 0.01 0.00 0.00 0.01 0.01 Co1-5 14 0.00 0.00 0.00 0.00 0.00 Co1-5 15 0.14 0.06 0.04 0.18 0.01 0.18 Co1-5 16 0.00 0.01 0.00 0.00 0.01 Co1-5 17 0.00 0.01 0.01 0.01 0.01 Co1-5 18 0.00 0.01 0.00 0.00 0.01 Co1-5 19 0.00 0.01 0.01 0.01 0.01 Co1-5 20 0.00 0.01 0.01 0.01 0.01 Co1-5 21 0.00 0.00 0.00 0.00 0.00 Co1-5 22 0.00 0.00 0.00 0.00 0.00 Raf-1 1 0.00 0.23 0.32 0.27 0.07 0.32 Raf-1 2 0.00 0.05 0.07 0.06 0.00 0.07 Raf-1 3 0.00 0.02 0.04 0.04 0.04 Raf-1 4 0.00 0.03 0.05 0.04 0.05 Raf-1 5 0.00 0.01 0.01 0.01 0.01 IT N 7:1 x1 x1 V 'i1 V ;i7 V 1 ,L xl ;i1 xl x1 7 :) 2 O ;O x1 x1 T1 V PJ W x) x1 'V ;i1 7i1 x1 'i7 V V V V 'V V V V 7 V ;0 x1 �T1 W 70 x1 ,J Tl i V V V 73 ;0 ;i1 ;0 70 Xi N w w w w w w w w w w w w w w w a w w w w w w a w w w w w w . w w w w w w w w w a w w w w w w w w w w w w w w w w w w w . w w w N CD hh hh hh M hh hh hh hh hh hh hh hh hh M M hh hh hh hh hh hh hh M hh hh hh hh hh hh hh hh hh hh IT I-h hh hh I-h hh hh hh hh I-h hh hh hh hh hh hh hh hh hh hh hh Ffi hh hh hh hh hh hh hh hh hh hh O 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1 1 I 1 1 1 1 1 1 1 1 I I 1 1 1 1 1 C11 .1, ., .1, .1, a, ., a, ., ., ., W CO W W W CO W W W W W W W CO W W CO CO W W N N N N N N N N N N N N N N N) N N N N N 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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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O I-, O O O O 0 O O O O 0 0 0 0 O O O O O O O O O O O 0 0 O 0 O O 0 0 0 O 0 0 O O O O O O 0 O 0 0 0 0 0 O O O 0 O O O 0 O 0 O O 0 0 O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O 0 0 0 0 0 0 N O O O O O O O N O 0 0 0 0 0 0 0 0 0 0 N O O O O O 0 0 N O O O O O O O O O O O N O O O O O O O N 0 0 0 0 0 0 0 Cn 0 0 a .P LO 1-, (n N W 0 0 Cn ., I-' Cn W N O F-' Cn O O XP a CO 1-, Cn N) W O O Cn h, ., Ca Cn N 0 1--' Cn O O .a. ., 1-, W N Cn W O O Cn 1-, .P CO Cn N O F, Cn 0 0 .0 .p 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O 0 O 0 O O W O O O 0 O O O CO O O O O O O O 0 O O O W O O O O O O O Co O O O O O O O O O 0 0 W 0 0 0 0 0 0 0 CJ O O O O 0 O O J 1-, F- Ol Ch In F- J .A N O 0 CO CA N OD Cn O O F- J I-` I-' Ol CT Cn F- J ., N O O CO N Ol Cn co I- O 1-r J I-, I-, O1 Ch I-, Cn a, J N O 0 CO N GI Cn CD O O F' J F" F-• 01 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 0 0 O O O 0 O O N 0 0 0 0 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 N O 0 O 0 O O 0 W O O O O O O 0 0 0 0 0 N 0 0 0 0 0 0 0 CO 0 0 0 0 0 0 0 J F, I-' Cn Ol ., F" 01 .a J 0 O CO ON N CO Cn O O I-' J I--' 1-, Cn CA Cn 1-, J .A J O O CO N Ol Cn CO f- O I, J I-+ F- O1 Cn I--' Cn a, J J 0 0 CO N Cn Cn -J O 0 1-, J 1-, 1-, ON Cn ril O O O 0 O O O O O O O O O O O O O O O O O O O O O O O O CD CD CD CD CD CD CD CD CD CD CD CD O CD CD O O 0 0 0 0 0 0 0 0 CD CD .'='F 0 0 0 0 J 0 0 ON 0 0 O 0 J 0 0 Ch O 0 0 O J O O Ol O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 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 • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O O O O O O O O O CO O 000000 LO 0 0 0 O O O O O 0 0 O CAI 0000000 C.J 00000000000 CO 0 0 0 O O O 0 W 0 0 0 0 0 O O J I4 I-' Ol ON CO I-' J .L, N 0 O CO Ch N CO Cn O 0 H J I--• I-' CT Ch Cn N J ., N 0 O CD N Ol Cn CO I-' O I--' J 1-, F' Ch Ol F, Cn a J N 0 O CO N Ch Cn CD O O I-` J F- 1-, Ol Ol b so QQ A r N 6/22/2005 EW.out Page l3 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 .f-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 Co1-1 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 Co1-1 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 Co1-2 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 Co1-3 4 0.00 0.02 1.08 0.00 6/22/2005 EW.out Page 14 Co1-3 5 0.00 0.02 1.02 0.00 Col-3 6 0.00 -0.01 -0.25 0.00 Col-3 7 0.00 -0.01 -0.25 0.00 1-3 8 0.00 -0.01 -0.33 0.00 ,1-3 9 0.00 0.01 0.34 0.00 Co1-3 10 0.00 0.01 0.34 0.00 Co1-3 11 0.00 0.00 0.04 0.00 Col-3 12 0.00 0.00 0.04 0.00 Co1-3 13 0.00 0.00 0.08 0.00 Co1-3 14 0.00 0.00 0.03 0.00 Co1-3 15 0.00 0.03 1.60 0.00 Co1-3 16 0.00 -0.01 -0.30 0.00 Co1-3 17 0.00 -0.01 -0.30 0.00 Co1-3 18 0.00 -0.01 -0.30 0.00 Co1-3 19 0.00 -0.01 -0.30 0.00 Co1-3 20 0.00 -0.01 -0.38 0.00 Co1-3 21 0.00 0.00 0.00 0.00 Co1-3 22 0.00 0.00 0.00 0.00 Co1-4 1 0.00 0.03 1.70 0.00 Co1-4 2 0.06 0.14 1.70 0.00 Co1-4 3 0.00 0.02 1.14 0.00 Co1-4 4 0.00 0.02 1.02 0.00 Co1-4 5 0.00 0.02 1.02 0.00 Co1-4 6 0.00 0.00 -0.17 0.00 Col-4 7 0.00 -0.01 -0.33 0.00 Col-4 8 0.00 -0.01 -0.33 0.00 Col-4 9 0.00 0.01 0.34 0.00 Co1-4 10 0.00 0.01 0.34 0.00 Co1-4 11 0.00 0.00 0.05 0.00 Co1-4 12 0.00 0.00 0.05 0.00 Co1-4 13 0.00 0.00 0.08 0.00 Co1-4 14 0.00 0.00 0.03 0.00 Co1-4 15 0.00 0.03 1.60 0.00 Co1-4 16 0.00 0.00 -0.22 0.00 1-4 17 0.00 -0.01 -0.38 0.00 J1-4 18 0.00 0.00 -0.22 0.00 Co1-4 19 0.00 -0.01 -0.38 0.00 Co1-4 20 0.00 -0.01 -0.38 0.00 Co1-4 21 0.00 0.00 0.00 0.00 Co1-4 22 0.00 0.00 0.00 0.00 Co1-5 1 0.00 -0.03 0.88 0.00 Co1-5 2 0.00 -0.03 0.88 0.00 Co1-5 3 0.00 -0.02 0.60 0.00 Co1-5 4 0.00 -0.02 0.54 0.00 Co1-5 5 0.00 -0.02 0.54 0.00 Co1-5 6 0.00 0.00 -0.07 0.00 Co1-5 7 0.00 0.01 -0.15 0.00 Col-5 8 0.00 0.01 -0.15 0.00 Co1-5 9 0.00 -0.01 0.20 0.00 Co1-5 10 0.00 -0.01 0.20 0.00 Co1-5 11 0.00 0.00 0.04 0.00 Co1-5 12 0.00 0.00 0.04 0.00 Co1-5 13 0.00 0.00 0.07 0.00 Co1-5 14 0.00 0.00 0.01 0.00 Co1-5 15 0.00 -0.03 0.80 0.00 Co1-5 16 0.00 0.00 -0.11 0.00 Co1-5 17 0.00 0.01 -0.19 0.00 Co1-5 18 0.00 0.00 -0.11 0.00 Co1-5 19 0.00 0.01 -0.19 0.00 Co1-5 20 0.00 0.01 -0.19 0.00 Co1-5 21 0.00 0.00 0.00 0.00 Co1-5 22 0.00 0.00 0.00 0.00 Raf-1 1 -0.05 Paf-1 2 0.01 I0'0- L 6-3E2I TO'0- 9 6-3E2I TO'0 S 6-3E21 00'0 6 6-3E23 TO'0 E 6-3E2i 00'0 Z 6-3E21 SO'0- I 6-3E21 00'0 0Z £-3E2i 00'0 6T £-3E21 i0'0 8T £-3E1 TO'0 LT £-3E21 00'0 9T £-3E2i T0'0 ST £-3E2i TO'0 6I £-3E21 60'0- £T L-3E21 00'0 ZT £-3E21 00'0 TT £-3Ed IO'0 01 £-3E2i 00'0 6 £-;Ell 00'0 8 £-3E21 IO'0- L £-3Eu I0'0- 9 £-3Ei TO'0 S E-3E21 00'0 6 £-3E21 T0'0 £ £-3E21 00'0 Z £-3E21 SO'0- I £-3E2i 00'0 OZ Z-3E2i 00'0 61 Z-3E21 TO'0 81 Z-3" 00'0 LT Z-3 T0'0 91 Z-3E21 TO'0 ST Z-;PE TO'0 6T Z-3E2i 60'0- £T Z-3E21 00'0 ZI Z-3E2I 00'0 TT Z-3E1 IO'0 OI Z-3E21 00'0 6 Z-3E21 00'0 8 Z-3Eii I0'0- L Z-3E2I IO'0- 9 Z-3E2i 00'0 S Z-3E2i T0.0 6 Z-3E2I 00'0 £ Z-3E2i T0'0 Z Z-3E21 SO'0- T Z-3E21 00'0 0Z T-3E21 00'0 61 I-;es IO'0 81 I-3E21 00'0 LT T-3E21 T0'0 91 I-3E2I T0'0 ST T-3E2I T0'0 6T T-3E21 60'0- £I T-3E2i 00'0 ZI T-3E21 00'0 TT I-3E21 TO'0 0T I-3E2i 00'0 6 I-3E21 00'0 8 I-3E2i TO-0- L T-3' T0'0- 9 T-3 00'0 S I-3E21 10'0 6 I-3E2i 00'0 £ I-3E21 SI and Ino'Ma SOOZ/ZZ/9 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 'al-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 'ol-5 23 0.00 0.82 .ol-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 14888 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 14888 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 14888 Wall Panel Report 6/14/05 2:22pm P. _,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 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. 4 $ 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. 4 1B- 4 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+Wal1P) 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 Code 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-WallP 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 1 CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Code 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 (l) 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) 0.818 + 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 Code Building Systems FO-14888 Rev. Date: 6/3/2005 7:50:49 AM By: T. James Eisenman Jr. Load Combination: D+C+L+Wal1P 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-Wal1P 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+Wal1P) 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 Cone 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 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) 0.568 + 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. 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 Code 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 (l) 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(l) 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. 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 8.2500 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 Corle 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 Sxe (b) 0.78711 inA3 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. 4 I I I I I I I I I I I I I I I.®( I I I i I I I I I l I I I ] ` 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 lye 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 Corle Building Systems FO-14888 Rev. Date: 6/3/2005 8:17:15 AM By: T. James Eisenman Jr. T 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 Code 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. 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 Code 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 Code 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(l) 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 Code Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. l7.- 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 Code 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 inA4 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. 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 Code 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 inA4 Iye 7.417 in^4 Sxe (t) 3.0048 inA3 Sye (1) 1. 6102 inA3 Sxe (b) 3.7045 inA3 Sye (r) 1.8170 inA3 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 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 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.