Avicabo , Rosalyn Vi Topic: Deszgn of Tension Memloers Probkm: A s:y- meter tension member ta tof truss Ts fo support a look of Vo WL of axial lead. A single angle oe te be ved ond Hf TF do be connecked in ore kg with «two nes of teem bolts per men The steel grock tp be vsed is Ase with Fy = ode MPa ark Fur ov MR Use Allowable Strenegth Design section Arealmm> — ACmm) > pia (mmr) Lae xarxe 7M. #2 1" ze-52 Lusxys xu FZ 04 oF 19 er Lus xsv Xu eS7.eu us Se Los x50 x8 54.0 ws M3 L © x50 x0 105-2 0 162 Answer the folloning. amestions : H What Te the mininum — ewoss- sectional ana of the sted section? RWhat ts te Kephbest secon with «= ecktquate — ctength to carry the load? 3. What 1s the arose Grea capecihy of tne — sckcke section? A What © the towing capacthy of the seleokd section 7 . So Wheat & fhe actual slenckrncss retis of the felechd xedion 7 If mone of the above scchons 1 Ockquate tp cory the “load , wrife “none of Hoe sections hes adequate shergth te cam the load’ tren explain. Vhy ia detorle. Solutions : Mia. Ag = ~ 120m [seu ae mn | mat] on 09° oy” ead Cs ined (nye PRaanE 20 Ror REE eto ee Osta sum) ————# Sk eo ao eels ori icheg aoe ee Trel_Sechon a Fe F Raa . twvarxe | PH | aetes eal Lervesxe | aaua | susta Fett Lusxcoye | ov fu | ut vu Fail tusxsexe | 9.94 | ue.zu Feri Lexso x | tos. w | sq.20 ot None of the sections hos adltquate ctrength fe carry jhe lod: All sections fait 4 Lomply the minimum «inet arr cequiced.Topic: Eccentvically loackdl —Connechone Compiz fur the total recction ot belt 2 wing jhe following —_-methacts: 1 tlaste method 2 Reduce Tecentricity Methoct & Ditimette swength — Method Arolyze the fosbencer “by considering Ts renction Yo eth clirect loot and TorqweT. the lect veairtect ey the connection is at tH. 4 Compute for the shear shrets in Bolt 2, cent Th te belts are gomm bolts, Use the rezetions computid = ger method. so, for Hit thre shear stiaes will be Compete. Solustions : : 1. Elastic Method Me P(e) = 10m (126 mm) = UD ITOTR fmm Them J 2 CxtY?) = 4 Lt HO = 128 mm® Pee Lg, Me = sesuyeet Tole a F osryy. ex Pp = Ee 224m £ Reduced pecentrietty Ces 2-1 (ar) = err Mettrot Me Pee) = F920 N J+ 12800 mm? Be = HA = 24 gee. 2 Ry = AE = oyerz.g2 Hl Pe = 2230 H 2 Vitimate Shength — Mettecl ees e- C4 (ac) = B96 am mM © Plt) = F240: 250 Hom So 1280 min? oe ole 50 -$% mm ve [Ctra 4g? - e034 mm Re Be ~ [sa¢40. ar A number, 4. Shear Gress 1: Sheow ctvess — ( Eleshic Methedl) 2. Shear stress CReAvee Eccentriethy beftec!) 370M Fe) 2 Shey Stress CUlhimote Strengif hethat)Topic: Analysic of Compression Memboerr (Steel Columas) re properties of a ov shape steel seetion vred of am om long uabracec! Wlamn at os follows = A= B12 an™ 1 = eR 10 mm Vy =us-0q mm = 200 om MP The yidd shength of chel is 24e MP cet the column ts hmrget at the top ke Fixed the opm: determine He follasings "the Euler entiel stress 2. faker eriieal lead 4 The alllonable compnesive stress A the allonertcle compressive bud Kiso, detwmine the following values Th te column ws tage at bojh 34-22 (9109) - oe See] HEF 2 Euler Cecical vod Pe FA) = 44.33 C8120) = 2 Allowicle Compmscive Crest Fp 1G) wae er SABE = FO «ving thefore HL ce nee Fae ere Tere Fe)Topic: Resign of Compression Members (steel Columas) A column having a length of 7 metus 40 support an oxial let of 450 kt peign a Wo scton that can cory the given lead. We 6+ 2 GPa amd Frys 26 MPa Available WwW Sections ‘Area lnm) [re Cam) [v9 Cnn) [py Cnet) ta Commit) wines | 12323 ra40 eH 22h X lo” 12.8 K10% wid X43 3120 eS Ae OL Meu x bo [EF Xw% wiv da 4240 toe. OF se 113 Ge ¥ bo 38-7 xi0% wiexso | 7414 Peete | so94 89-4 EF 18 Xio* W109 x33 ues 126-08 Dae HAY x 10% Iss 2 Low Aaswer the following aucstions TF the column cs ingat at bel ercts the b What © fhe evitieal —slencerness ratio 7 2. Whot 3 the lightest — cection uiith adequale strength te carry the lead 7 B.Whea is the alllonedcle compressive stress of the selected section? HWhat © fre allowable comprescive lnad of the seleckd section 7 SF hha & He ocbal stencterness vaio of the seleckel section ? TF none cf te ako sects is adequate to carry the lod wrk “none of reactions vor ockquok chrength te carry the ud", then explain shy in tetas Solutions: b Criical — Slenclerness, Ratio Ce Jee - [2am (aa,07) Results of Imstgation Fa Pa) Pac Ww 2 x we eM x43 vox 49 red 360. 293.6 Wie x 30 a sad 394.04 Vm x 33 04 312705 lo For Wi x 33 co - [aS a aor He v = 142.00 12 4 ( 300 ovo), ta- 33 (4a.0r je 2 £104 MPa Pas fa CA) = sto (u2ur) Pa = sia7as ve AFor wo x90: ka 2 127 (90 om) S538 pp 23( 199-14)? ce = [EEG oa ry 245 7 " Pa era) o fo -le Ceara) ) wee aaa aes Fa = 394944 04 af E> For wiox4q: Wr) Cesc)? ° rs A Ce = tu. re og + alles) _ (ioe 10)? . um FOr) eUewetryP AE. Lt) = woe +44 wre - te gee tae (1 LEE) (BE) = 2104 same i Pas Falk) = 91-84 (4240) Pa = 740 243-0H 2. WoKdr 2. BL 4 WFO 1 Fe023-4¢ N S ws-49 A stroctwal sted column with Fig 2 MPa “having an unbrowed length of a metus © fo Carry a total axial lead of 1800 b- which of fhe following sectors 1s mast Ceonomical and safe to carry lead? The column is tarnget ot both ends. Section A reas 3p mm? Tk = 293-63 X10% mm Jy = UF-57 x 0% ment 39-1 x10% mnt Section B Areas MS$0 mm? Tx = 1tF0Y x10" mm Ty Section C Ana = twoso an? [x = 452-40 X10 mal Ty = 10% 24 veat mm Section D Area = Istetr mm™ Te = 34172 1mm Ty © lot. 26 xv mnt Try section & ( Irghtest) ee se. 21 mm He (3) es epcy u $e Cee 22 hacm = prea; tH he : a(sesq) | OU) 2 gia FSS Caray etna? (ens \ 7a Fae Cm eae CPi) = een Mf Fox = faa) = 126-34 (ust) = EAST HW Msadse « < | moowN (FALL!)Cos sun; EL he s-543 daxwgy — CR 2 ga) r *etpsu) — eCarwu? (43-44) Fe ~ = 13123 Me - ee) Cer Pa = Falé) ~ 13l-29(1se00) = 1e)ortd Moor 1210 ary ent Velo.qe EN > 1297 EN (ok!) secqion f= mock coonomical and safe te carry He landTopics Compression members with Local Buckling Define the following ferms, as wscl m sheel clesiegns ) Plastic _moment TR is ev property of a strnchral sections U 1s defingl as the moment of which the entire ews cection has reichect ifs yitlel stress 2 Plashe hinge att ow wel do describe the cteformetion of a secton of a beam where plechic bencting —ocewrr Topre | Beams cnt other Flexural anembeers Aa Ase wetxu2 stecl secon 1 med as a Simply — support ou (ove) geo C4509) 9 [tpt —__ . 38 Kiem Fy + 204 HOLA) pep 199 x0 > Tangential leads pur [tacal_Meter Pr = 007 no! DL = (ols) (9. 314) = 4-24 N/m Fre? = FoF MPO