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20110143 Structural Calcs 04142011Structural Solutions :iua!ri„ ~. fll l Fiat :\vrmut, Suile 820 ~ SextOe, 5VA 8A1U4 ~ ta~. 2Ufx;!9t.StTG T~;tmm j 125Ulhtcific Atronuc,Suilc 7U1 ~'lacarnx. \0'A 9HA02 •!q1: 253.;183.2797 w~,v.as-~fn,ct<uaLcUm STRUCTURAL GALGULATIONS FOR AQUATICS L,4MINATION BOOTH CEILING SUPPORT YELM, WASHINGTON PREPARED BY PG5 STRUCTURAL 50LUTlONS A. z ,~ a, t+s~ - %', y~~: 4J292 '°k•~C 5/0'3.1{, .5w JANUARY 14, 2011 11-156 /f ~• 1 T ,- ~ _ ~ t ~--_-_.___. Subject; _.. f ._...-_----__._-_-.- Sheet ~ 02 Name: _~~ _.-- Structural Sduttons O[i~utaatirrg Office: ~ Seatrie ~uoma Date: _ (_J_-~ ~f .._ i,.7`.1jh~ '~ ~',!,•.. ~ X7!1;;. <~~-=• ~ '?. ~~~„ ~t{ ~~_ i ~{"~.~ . ~ ~ .'?i j"~,~; s f, L^,'~,~~., ,L,~:_. '1r.0 pS~' ~~ CSl4 :+~eck ry'~a~.~ lima ~3x~- +~ ~4 w ~ (°c 4~t 6Y~? cA ~w Nom. + G N,~ c.~,ya.. , cs~a;~.m..vES . ~.fev.r~( v., ~ ~w ~ t ft !VIE: 71+c, iwh~ ( on :•-Gt,~... s~3t~~w t~ ~ ~-je, te~tS'~.d~ by ~-EA.~-. s~ts~o_3- ~t#~:.t u„t51t~ ~ ~~..._ a-yyS't~vy. ~ta.n~..t , 3wtl r till Flrsc Avenue, Spite 620 ~ t;e~~ttle, N'A 9A2C# • tel: 20f+792.507fi wyrv.pu-swcu vai.cam Taw~ w 112ti0 P.uttic Avenue, Suite 747 •'t'an,mu. WA 96402•tri: 253.363.2iY17 2001 North American Specification w12004 Supplement ASD DATE: 1!4/2011 SECTION DESIGNATION: 8005162.54 Single INPUT PROPERTIES: Web Height = 8.000 in Steel Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flanga = 1.625 in Yield Stress, Fy = 50.0 ksi Stiffening Lip = 0.500 In Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Ceiling Solver Design Data -Simple Span Jost Span 17.00 ft Deflection Limit 0360 Joist Spacing 24.0 in Dead Load = 5.0 psf DL Multiplied by 1.00 for Strength Checks Live Load = 10.0 psf LL Multiplied by 1.00 for Strength Checks Flexural Bracing: KyLy = 48.0 in Cb = 1.00 Me = 7448 Ft-Lb My = 5975 Ft-Lb 0.56 My < Me < 2.78 My Mc = 5159 Ft-Lb Sc/Sf = 0.90 Mmax = 1084 Ft-Lb <= Ma = 2777 Ft-Lb Check Deflection Deflection Limit: L/360 Maximum Deflection = 0.341 in Deflection Ratio = LI598 Check Shear Vmax = 255 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2091 Ib >= Vmax Check Web Crippling Rmax = 255 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 575 Ib >= Rmax, stiffeners not required 7ubjOCt: Sheet ~/_-nf ____ Name:-. , ~ i=K+S ~ ~ $tl'UCt4f.3j aSOIUClOl7S t tri natln Office: Seattle ilu;otna Date: -__~-{-,,..r.w-.-._ _ ~... ~ s n c ` ~„ / ! -.~ ~~ ;.~ t I _.... ~~ 1T~`'A•.~ ,,,,P..,„..._...,,. !, • <a., ~-_• ~ ~~~ ~~. "` ~~~";~'"~ ~ ?~ ~-: ~~ - ".~ .. ~ ~ it - sue. Seat:'r 1 671 Tirei krnnc, Shire 6""=0 • Sea ltlr, WA 9610 A - ml. 2 [1ti.292.5076 n~mw.~xs-cVUr l~,ca:<o,n iecxv 1250 Vacirc Aaenue, SVitP 7p, . 99tsnns, N'A 96402 • :ri: 253.363.2797 TiOo Block Une t Title : •L Job K You can changes this area Dsgnr using the'SeOings' menu item Projecl Desc.: and then using the'Prlnting & ' Projecl Noles Title Block seleUlon. 77(~B6C(d( L~I}P~~ . _ _._ fYn40 6JW1241' 7A6P1.1 ~ ________.'_ Steel Column _ __- _ ___-_ . _.. _ ___ - - __ _ -°ple'p4D11JMSV 1156A0ueNS Larcinatlon Spray Caltfq SupVCahl~nnoce,ec6 1 ENF1iCAlC.ING. 1883.4011. Yer:61.61 Description : Steel column Steel Secdon P-operdes : Pipe3 Std _ - - _ _ - ------ --- ---- --- _. Depth - J.500 in I xx < 2.85 in"4 - 5.890 in"4 I 'Neb Thkk - 0.000 in S xx - 1.83 In"3 Flange WidN ~ 3.500 in R zx 1.170 In Flange Thick 0216 in Area 2.060 m^2 I yy ~ 2.850 in"4 Weight - 7.580 P- S yy 1.630 in"3 R yy = 1.170 in 0000 In f ~~ ----~-------asss' -~ ----- Tide 6tock Line' TiYe l ~ Job ~ You can changes Ihls area Osgm: using the'Settings' menu item Project Desc.: and then using Ute'Prin6ng & ' Project Notes Title Block selection. T_tle0!crcklineb ----___.__-., _ rnmeaun+weun e:vrar - - S C fAe: 8.12011 Jabs111165 Aq~26cs Laminalbn Spray CaiBv,1 Sup CaMskxluaticn.oc6 t@@l OI U(Iln EPFRCALC IkC. 19612011 Vac 6.152 r. r Description: ColumnSulspodat5-0'o.c.-doubkargle General lnMrmatlon _ __ ____ ____ ____.-__Code Ref_:200818C, RISC Manua113th Edition Steel Section Name LL 2-112X2-112X1/4 Overall Column Haght 12.0 R Analysis PAettad : 2006 IBC R ASCE 7-05 Top & Bottom Fizity Top 8 Bottom Pinned Steel Stress Grade Fy Steel vies 36.0 ksi Brace condition fa deflection (Cackling) alcng columns E :Elastic Bending Modulus 29,000.0 ksi X-X (vridth) axis : Unbraced Length for X-X Axis buckling =12ry, K =1.0 load Combination : Allowable Stress Y-Y (dopth) axis :Unbraced Length fa Y•Y Axis buckling =12 ry, K =1.0 _ _ _A_ ppll6d Loads Service loads entered. Load Factors vrill be applied ror calculations. Coumn self weight included : 96.8401bs 'Dead Load Facto AXIAL LOADS .. . Azlal Load at 12.0 ry. D = 0.4450, L =1.020 k BENDING LOADS .. - Lat. Uniform Load aeating Mx-x, L = 0030 kAt DESIGN SUMMARY Bending & Shear Check Results PASS tvlax Axialr6a~ding Stress Ratro = 0.4319:1 Maximum SERVICE Load Reactions .. Load ComDinatbn +D+L+H Top along X-X 0.0 k Location of nax.at>ova base 6.040 R Boliom along X-X 0.0 k At maximum bcation values ara ... Top along Y-Y 0.180 k Pu : Axial 1.562 k Bottom atocg Y-Y 0.180 k PnlOmcga:Albaeble 18.181 k ktu x Appiac Maximum SERVICE Load DeRoctWne ... -0.540 k-h Mn-z J Omega : Allowable 1.389 k-h Along Y•Y -0.3535 in at 6.040ry above base (orioadwmbination:LOnly lea-y-Appned 0.0 k-ft w,-y! Omega : Aiicwable 0.0 k-fl Along X-X 0.0 in at O.Ory above Case for load cornbimtbn PASS Maximum Shear Suess Rabo = 0.01113 :1 Load Combnation +p+L+H Locaton of max.above base 0.0 R AI maxmum iocetlon aalues ere ... rro : Applied 0.180 k Vn /Omega : P.iaeade 18.168 k Load Combination Results __ - MaximumAzial+BendingStressRaBos jam{ t[IWrr S,he r of -Load Combination _. __ __ Stross Ratio Status Locatlcn Suess Ratio StaNS Lceation .O 0.030 PASS 0.00 't 0.000 PASS 0.00 $ +D+L+H 0.432 PASS 6.04 tt 0.011 PASS 0.00 ry +0.0.750Lr+0750L+H 0.328 PASS 8.0411 0.008 PASS 0.00 ry +0.0.750L+0750S+H 0.328 PASS 6.049 0.008 PASS 0.0011 +0+0.750U+0-750E+0.750WH 0.328 PASS 8.04 tt 0.008 PASS 0.00 ry +D.0.7501.•0.7505•0.750W+H 0.328 PASS 6.04 9 0.008 PASS 0.00 ft +D+0.750Lr+0.750L.0.5250E+H 0.328 PASS 8.04 ?I 0.008 PASS 0.00 ry +D+0.750L+0.750Sa0.5250E+H 0.328 PASS 6.04'1 0.008 PASS 0.00 ry „ Maximum ReacUonti • Unfactored Note: Only non-zoro reactions are listed. X-X Axis Reaction Y•Y Axis Reaction Axal Reaction Load Combination 1~ dose ~ Top ~ Base @ Top @ Base __DCny ________. - k _.__. . _.k _.... __--0.542k L Only k 0.180 -0.180 k 1.020 k p~L k 0.180 -0.180 k 1.562 k Maximum Deflectlona for Load Combinations - Untactored Loads -__ - __ Lcad Corrbinetlmi tvvtax X-X DePexbn Distance Ltaz. v-Y Deaettlcn Distancecee D Only 0,0000 in 0.0.0 R O.CCA let G.000 R L Only 0.0000 in 0.000 R -0,154 in 6.04D h D•L O.CV000 In 0.000 R 0.154 in 6.040 R Tike Block Lins 1 Tige ~, ~ L% Jab # You cap cha~gas this area Dsgnr. using the'Settings' menu item Project Desc.: and then using fhe'Printing 8 ' Project Notes setectlan. TiOe Wxk Title BIOCk Lin06 en,ant, sua ~~,i, tatou -- Steel Beam FiM: 812011 Jdoar11156 Apuatlcs LamneYO~:graY Gfitn, RuyGetce~agaaxs.ec6 _ r ENEHCALG InC. 196320U Vec G.1.61 r Description : Beam Material PrOPart1A9 Calculations per IBC T009, CBC 2007, AI6C 360-OS Analysts Method : Allowable Stress Design Fy : Slee: Yield 36 0 ksi Beam Bracing Beam is Fudy 8raxd aga!nst lalerat-Iwsion buckBng E: Modulus : 29,000.0 ksI Bending Axis: Major Axis6endirlg Load Combination 2006 IBC & ASCE 7-OS Lf0. 20.17 l '~ 1 ~ --fir ~ , - s wn = 6 o n -- `_ ~ ti, a ' . .~ i~ , L3X3X1y4 Applied Loads Service loads entered. Load factors will be applied for calculations. Beam self weight calaleted and added to loads Uniform Load : D = 0.0050, L = 0.020 ksf, Tdtwtary WIdM =10.0 h DESIGN SUMMARY s • Maximum Bending Stress Ratla = 0.934:1 Maximum Shear Stress Ral(o = 0.079: 1 Section used for this span L3X3X7/4 Section used for this span L3X3X7/4 Mu :Applied 1.147 k-ft Vu :Applied 0.7647 k Mn /Omega :Allowable 1.227 k-ft VnlOmega :Allowable 9.701 k Load Combination +D+L+1-I Load Combination +D+l+}i location of maximum on span 3.000ft Location ct maximum on span 0.000 h Span # where maximum occws Span # 1 Span # whce maximum occurs Span # 1 Maximum t3sftection Max Downward L+Lr+S DenecSon 0.185 in Rath = 436 Max Upward L+Lr+S DeOection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.210 in Ratio = 342 Max Upward Total Deflection 0.000 In Ratio = 0 <780 Dsgn. L = 6.C0 h 1 0.935 0.079 1.15 1.15 2.05 ',23 1.00 1.00 0.76 16.20 9.70 ..~ Dsgn. L = 6.00 n 1 0201 0.017 0.25 0.25 2.05 L23 1.00 1 00 0.16 16.20 9.7C iD+L+M Os3n. L = 6.00 fl 1 0.935 0.079 L15 1.15 2.05 1.23 1.00 1.00 0.76 ^6.20 9.7C ~D+O.%SOLr+C.750L+N Dsgn. L = 6.00 tt 1 0.752 0-063 0.92 G.92 2.05 1.23 1.00 1.00 0.61 :b20 9.70 +D+O.750L~0.%50S~+f Dsgn. L = 6 00 ft 1 q.752 0.063 0.92 4.92 2.05 1.Ya 1.fA 1.00 D.61 t6.20 9.70 +0+0.750Lr+0.7501^0,7504Y+H . Dsgn. L = 6.00 n 1 0,752 0.063 0.92 0 ~2 2.05 1.23 LCO 1.00 0.61 16.20 9.70 ~D~O.750L+O.750S r0.75UW+H Dsga L = 6.00'1 I 0.752 0.053 0.92 0.92 2.G5 1.23 1.00 1.00 G.61 16.20 9.70 +D.0.750Lr+0.76DL~0.5250E+?i Dsgn L = 6.00 d 1 0.752 0.063 0.92 0.92 2.C5 1.23 1.00 1.00 0.61 16 20 9.70 «Da0.750L+0.7505+0.5250E+1' - Ds4n L= 6.00# 1 4752 0.063 e92 0.92 2.05 - 123 1.00 L00 0.61 16,20 9.70 Overall Mezimum 1>aflecclorts - Unladored loads - Load Domtxnainn Span Max,'' De0 Locatbn in Span load Combinatbn fdax. '+' Gefl - -- ----- - Loc~atbn n S - DAL -- -----.. _ ...-~-- - -------0.2100 .__3,030 - ----- ------ -------- - - - OOOCO - -- -- ~--X000- ---~- Maximum Deflections for Load Combinations - Unfactored Loads - - - _ -_ Load Combination Span f,laz. Darrnward Defi Locatiav In Spen Gdax, Up~xard DaP Lacalb n In loan DOnty -_ _ ~ - OA452 ------ 3.030 -..~:.000O ---- -__.. .!).CCO -_. L,~nly 0.1646 3.030 G.OCGO OCCO 7+L ' 0.?100 3.N0 - - O.OG00 0.000 TIOe Block Line 1 Title : ` 3 Joh 1! Vou can changes mis area Dsgnr ' using the'Seltings' menu item Protect Oesc.: oMd them usrrtg trre'PriM7ng &~ ' project H«es, : Title Block selection. Title Block Llne 6 _ - w;xau~. ~.un s~tr, e4~ro+ 'Steel Beam Fae¢t2nrs wus;i il'a Aquaihs LmdrOYOn Spray CeW.a SuptCdce>s{ua8cz.ec6 ~. ~ ~~ £t.'FSKl4LC. iKC. 19E32011, Vec 8.161 e Doscnption Beam Vortical Reactions-Unfactored Supportrwiation:Farleftis8l Values inKlPS Load Combinalbn Support 1 Support 2 GreraY tvl4Ximum ---------- -- ----O.Y65~ -- -`O.7o5 . -...______._.. - ----'-__._~__. .... -.. -----.--. '.-.--'--- ---..--`_- DOnly 0.165 0.165 L Only 0.600 0.600 D+L 0.765 0.765 Steel Section Properties : _ _ L3X3X114 - Depth = 3.000 in I "x 1.23 In^4 J 0.031 n"4 S ioc 0.57 in"3 Cw - 0.02 in"6 Leg Width = 3.000 in R ~a ~ 0.926 h Ro ~ 1.650 h1 Thickness = 0.250 in Zx t.020 in"3 Area = 1,440 in"2 I yy _ 1.230 inM 'Ne.~ht = c900 p8 Syy ~ 0,5691n"3 Kdesgn = 0.625 et Ryy 0.926 In Ycg ~~ 0.638 o Qs 1.OOD Iz = 0.491InW Sz 0.231 in"3 YD 0.239 In Rz 0.585 in Tarp = 1.00 deg Eo - 0.239 N title 51ock Line t i i0e : ('~ Job t7 You can changes this area fir' using the'Set6ngs" menu item Project I)esc.: and then using the'Prlnfing & ' Project Notes seledlon. Title Block Title@I ~LingG P.c+N.leW7ar1 e+:xu .. File_ 9~~011 Jcbclit I68 AlucOc^ l artlmtlon Spray Celhg SudT~tatequehw.ec8 Steel Column c f.NERCAIC ItJC.ttle3.2011 Ver8.1.62 ~ r :169Crlpli(~~ Column Support of 8'-0'o.c.-daDb angle Steel Sedbn Properties : LL 2~112X2.1I2Xi14 Depth - 2500 ;n i xz = 1.58 m"4 ., = 0.452 rn"4 'lien ;Ask 0.000 in S xx - 0.77 in"3 Flange YJidtn = 2.500 in Rzn = 0.761 In Pkuge 7hfd; 0.250 In Pura = 2.370 In"2 l yy = 2.583 bW YiMghl = 8.070 ptt S r7 = 1.025 In^3 R yy - 1.040 b Yog - 7.769 in R~ojecr: -~L~-R 4~A` ------------__ lt><tNo:.-~f.~-1-.,1~_.-. Subject: - -`- Shezt~ of Naaee: ~- $tR1CtUYd~ SOIUl107Lt C)ri~nsting(lfllrz: IJ Seattle ^Tacoma Date: -~~~-'-{~__ t --'-_- •gr,.• ~;>_„1~>~ st^nk. ~'vl~-- ~,i%:~~J. ^@~ts-~' ~'~et~-• ~::~~''t'>:~' E7r=,5,1. r-------~ ; ~ .. ~ ~ fi5: ~r ~, -~-;Q,~ x~ >< ~z ~ t, ~ ~ r~ o~ fe ~_. ~2l 1 t ~--~---~,• ~s ~ ~~u ~(~?r' /t;; Iva; !O?',~.. ;}. ~$~i7 U2.r'{~c,A~ ~u~~O~~' ~ ~~ ~ r: i.<l '~ i €i ft! + l ~n ~, Q ~ ~V a.~ ~.`.~ . Soattlo 811 Firsilwenue, Suite 820 • Seattle, SU.~t 98107 ~ lr+: ?062U2.507E ~~~~~t(res-smwturot,ran Taccutra I25U Psc:ific Aarnue, SWtz 101 ~'Cacoma, 4YA 98402 • (eH; 253.383.274'i TII+e Block Uno 1 Title : ,. Jcb # - You can changes Nis area } Dsgnr: using the "Belongs" menu Aem Frojou Desc.: and then using the'Prinling 8 " Project Notes Title Block seledion. iiQg Blg^,k Lin@6 . r.-aa .v~r~ a* ;. ran:u . __ . gt@@~ CO~Ufilfl ._. __ _ Ro:y:lZdtt.k,~t1115d Aquatics LamnCOn Syray Gating SuO~~Caks~atualcs,ecw 'rrr ENEAUIC, INC. 198i20f 1, Ver. s 1.61 1 A Descnpoon Steel coNmn General Information Code Ref :2008 IBC, RISC Manual 13th Edition Steel Section Name : PIpe3 Std Overall Column Height 12.0 ft Analysis Method : 2006 IBC 8 ASCE 7-05 Top E Bottom Focity Top 8 Bottom Pinned Steel Stress Grade Fy : Steel vierd 36.0 ksi Brace wndition for deflection (buckling} along columns E :Elastic Bending Modulus 29,000.0 ksi X-X (width) axis :Fully braced against buckling along X-X Axis Load Ccmbinadon : Albwable Stress Y-Y (depth) axis :Fully txaoed against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column seN weight induded :90.960 IDs' Dead Load Factor AXIAL LOADS . . Azlal Load at t 2.0 ft, D = 0.150, L = 0.30 k DESIGN SUMMARY Bending 8 Shear Check Results PASS Max. Axial+Bending Suess Rollo = 0.01207 r i Maximum SERVICE Load Racflons.. load Combination +D+L+H Top along X-X 0.0 k Locatbn of maz.above base 0.0 it Bottom abng X•X 0.0 k At maximum bpflon vahres are ... lop along Y-Y 0.0 k Pu : Axial 0.5410 k Bottom along Y-Y 0.0 k Pn l Omega : Alowable 44.838 k Mu-x :Applied Maximum SERVICE Load Deftedbns ... 0.0 loft Mo-x I Omega :Allowable 3.934 k.ry Along Y-Y 0.0 In at O.Ofl above base for load combination Mu-y : ADpIIed 0.0 k-fl Mn-ylOmega:Altowable 3.934 k-fl Along X-X O.O in at O.Ofl abnm base !or load corMkraflon : PASS Maximum Spear Stress Ratio = 0.0 ' 1 Load Combination Loptlon d max.aDove base 0.0 fl At maximum location values arc.. Vu :Applied 0.0 k Vn 1 Orcega : Alowable 0.0 k load Combination Results Maximum Axial + Sendlna Stress Ratios Maxenum Shear RaliDs Load Combination Stress Ratio Status Location Stress Ratio Status Locabon Maximum Reactlona - Unfectored Note: Onty non-zero reactions ara listed. - X•x Axis Re actbn Y-Y Axis Reaclion Azlal Reaclbn Load Combination ~8ase Top Base Top lease Maximum Deflections for Load Combinations - Unfactared Loads Load Canhinatlon Max X-X Oefleclbn D istance PAax, Y-Y Oeflectlon Daitance Steel Section Properties : PIpe3 Std ~' 2001 North American SpecNication w12004 Supplement ASD DATE: 1!5/2011 SECTION DESIGNATION : 600S162.33 Single INPUT PROPERTIES: Web Height = 6.000 In Steel Thickness = 0.0346 in Top Flange = 1.625 in inside Corner Radius = 0.0765 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data • Simple Span Wail Height 12.00 ff De0ection Limit L1120 Lateral Pressure 5.00 psf Axial Load 50 Ib Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: None Cb = 1.14 Me = 446 Ft-Lb My = 1643 Ft-Lb Me <= 0.58 My Mc = 446 Fl-Lb SGSf = 1.00 Mmax = 120 Ft-Lb <= Ma = 267 Ft-Lb Check Deflection Deflection Limit: 0120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.059 in Deflection Ratio = Ll2449 Check Shear Vmax = 40 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 638 Ib >= Vmax Check Web Crippling Rmax = 40 Ib (including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 153 Ib >= Rmax, stiffeners not required Check Axial Interactions P = 50 Ib (Including Axial Load Multiplier) Axial loads Multiplied by 1.00 for Interaction Checks Max unbraced length, KyLy and KtLt = 144.0 in Max KUr = 248 Allowable Pure Axial Load, Pa = 569 Ib :Axial Load Ratio, P1Pa = 0.088 Plea <=0.15 Therefore, Check Equation C5.2.1-3 Equation C5.2.1.3 = 0.537 <=1.0 2001 North American Specification w12004 Supplement ASD DATE: 1/4/2011 SECTION DESIGNATION : 8005200-54 Single INPUT PROPERTIES: ~ Web Heighl = 8.000 in Steel Thickness = 0.0566 in Top Flange = 2.000 in Inside Comer Radius = 0.0849 in Bottom Flange = 2.000 in Yield Stress, Fy = 50.0 ksi Stiffening Lip = 0.625 in Fy With Cold-Work, Fya = 50.0 ksi Punchout Width = 1,500 in Punchout Length = 4.000 in Ceiling Solver Design Data - Slmple Span Joist Span 17.00 ft Deflection Limit L/360 Joist Spacing 24.0 in Dead Load = 5.0 psf DL Multiplied by 1.00 for SUength Checks Live Load = 20.0 psf LL Multiplied by 7.00 for SUength Checks Check Flexure Input Flexural Bracing: Optimized at 103.3 in Cb = 1.00 Nle = 3016 Ft-Lb My = &84& Ft Zb N)e <= 0.58 My Mc = 3016 Ft-Lb SclSf = 1.00 Mmax =1806 Ft-Lb <= Ma = 1806 Ft-Lb Check Deflection Deflection Limit: Ll360 Maximum Deflection = 0.485 in Deflection Ratio = Ll421 Check Shear Vmax = 425 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2091 Ib >= Vmax Check Web Crippling Rmax = 425 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 In Ra = 575 Ib >= Rmax, stiffeners not required ~{ t ti` 1+~~Y YAIEU9 YR 7'IB11Y5 ./ ~`~~~- ~` `/ ~~ r `"L~{ M' ts. nYEt 7egRS - ,19. or L3n3n/R y EASING NN1Q1G nl.a Sl~ v f. NK Ca L ~x3?:j~ I-t a.L.lf~-~-~R•1.7.E Im Q EAUYSi PIEInx1 C0.gED NM IB W CµV 4fLT 1E7µ ExslNC ..a ~d EASnxc xwwxG aa-~ »8 YETµ .AiS1S 7nW &.Ot 6 ro EncE ~2 ' . $Do 52ac7 _ y ( ~7 {{ ~~ ] ls8 YETµ ASiS O li QG tC (, n i ~n qq ~ ry W ~ ~ y ~ 9EOUY E M SI A ~ K ~ ~ ~ ~~ )( y ~ G , 1 U O i1 ~r- /r ~ i6nxG ..I7 i-Bf~Y1 I ~• 'C OInMEI .~.... .-- In-. /fir 119.6 1 XY nllC ~'% ...~-" frslaG . ® ® S7~ J 7w aos G 7.I71n1[a 1EY9[85 J'. PP[ ~ i Y' au~u +-.ia, i 1 i [ns1NG xli Ir r ~ - IEIAE sIw aua1G ''~ At YAg7Nt pi 59 ~ ~ 0 N" 0.C. LO SPIN ', I YNfEVi AR f7,ENUY '~ _] Q fA1W5T RENV 'T z~ - td8 ./1•.I/n• .xcfE . s"-o-Ec d ~-EFNI auw -o-rn-r1~e~YRS[ .3x'S?cy~ gNA, ', 1S. OuC. RrsEns -719. ai , r