1sol - C 4.33 and 4.34 A bar having the cross section shown...

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Unformatted text preview: C 4.33 and 4.34 A bar having the cross section shown has been formed 8mm 3mm " - ~ - ~——32 1 by securely bonding brass and alumnum stock. Usmg the data glven below, fl “HI—”fl. date-mine the largest permissible bending moment when the composite bar is bent about a horizontal axis. '; z‘ 32 mm Modulus of elasticity Allowable stress 72x50 9%21 (M76141 camsf'am‘fif: ......... :; L941; 31.3“, Aluminum Brass Fig. P433 . Manta fifflméj‘ifl‘méd fgs‘é‘z'om :93 N41“? Ifiiumim‘om 1-.0‘5 "HA? {Wkfimcie‘ Wa‘fl‘wflffiira? 433! WHILEfifi/kfijut‘? a I ‘ . ' a g 1%.; wharf-“H ML ”Has Looms pfé if «its? $1.35- ”Wok: . $054-$013???“ mom-9w I" '12; ‘5 - I2. .. D s. ‘9le “”72: I Glass-IT. toowobx 0 WSWO ‘3 ti {' 9‘?ka % ‘ \/ oxoiia '” 9 15's ‘5 - \/ a, , own [as ‘ 6—123. The steel channelis used tb reinforce the wood beam. Determine the maximum stress 111 the steel and' m the wood if the beam 1s subjected to a moment of M= 850 11::- ft. Est = 29(103) 1:335“, m 1600 1:53. (Radio ef- dmfiw‘c mmsfi‘améf 5w ' H000 133 Meme ,/ :e 033 (Mm/GV 154— 8501133: {1'5 . Make bpo‘“57[:y‘4aea( fecefiflm Mint? 6&3! 111. _ ‘ . the .3: Va. !é‘mé . Prob. 6-123 dd jute, M-F'Efemce waeff’fihey! T 3?: . (3,5 $.83 01$ VWaHL elL‘tLL-é Med facet: (3 (533.033: (9.33" T L147 Htétu‘féiawcg C4. méfl'éd‘a! Pififie‘p‘gw'égfie_ : I 3:33 3.333333% fate/Jr :3 '1: (0- {+3 331-0 S‘)x3 $3.04,, 3:) “Hake-34373 H): . =1 (o-LHH — H31 —30+3H to H --'+> H 3 “5“}: 2333 (Lt—4H .Usuij P933354 Ms? fiewem ; ITt-‘Lift3’3'3353-31-333337=(13to—_I73) ‘ .:_‘_ , VlLf' ‘11-!»(bxofg3-t- {03332.4(373— 3319) 2.393.3- ”WES? *8‘5’01Ll13C633é l sheet :' 3'3““ ”3* . =5; WMMWWW ; .. ”+00 3.’ . M .. .. e m. 3 2.- 3b .0 , [u more WWW ”‘- J EB. :. 3'5 x523...“ : ~77qu . If 5:6 ' 2/9 33 _- Leone W permissmlc bending moment when the bar IS bent about a vertlcal ans. _ 4.35 and 4.36 For the QDmPOSite bar ihdicated, determine the largest g) m I ' ‘ I ' . , . La Mafia £Mm$£§fim€g€ Secb'om £183 iglbpéyuy . 32, - ,.,. __ ., ,3 .3 PM — "‘ 1'- +- 323332» ._ W IT - E49332. + 2-H; 3.; ~33 ) I . “Mme ‘3 W W" ‘"”"“""“““3‘”"‘--”“’"”““””’" M‘“""“’”” 32,: c. 3 a w _ 3’9 rages; firmm Ltd,“ an ' T“? =_ 33313”; .mm‘f ‘: 0-33? fl-eo‘bmq' w ‘6 (0013:0933 9-33?!” ' ' {Tm 1' .. . V ' i . 1. WW _ . -s? [M‘ fist-“3311;433:393- f MW F” “fwvmww _ . GHQ Mk _ I q”! @0513 ‘ I " ' - - . i .4. Ag 4-6 (V‘ {WM‘E' MW“ 3 WW” I £3, 3 mm x @3353me :33; ' ' _'\{ e513 ‘“ 3.3% (05 My» WW . ",CWM :SMMW- Value 53:23:12,313: mimefi 32:21 fPrwf “$51433“ 4.47 The reinforced concrete beam shown is subjected to a positive. . bending moment of I75 kN- m. Knowing that the modulus of elasticity is " T .;. 3* 25 GPa for the concrete and 200 GPa for the steei, determine (a) the stress in "I “A“ , the steel (b) the maximum stress in the concrete.’ 4‘50 mm i::;:; MAejffia Emwsermegf 5‘69“; mm (Agni? whecifivgfie as 44mg 1%AAAAAA AAAt‘AA’AAi‘ TA AAA fie? , ‘ = EA AAA mLA!{rs}A WA Ag“:- Arfiegi Q . We a W' e K! 1 .. Tea : ea’L AMA #4» £6495! 1” H-XTFI‘Z; w? m M 5+ "L t tZ-ttp 34(103 mm Let' bl: 9&thwa 53-?!” AAA M) ioieAe fie Ape,» _ 5‘ng m AA AAA fVAAw . WWW W A“ =13 WAN? infliA-‘i‘ ASAA 35»- »u— 12, AAAw “(we at) z, I“) $25311 «A EA {extra-A3 at - ‘t-oi’é’a Neg” :9 at a :1 ita meg A xii”. mfg”??fgmmm§ x a? %;‘::;”o _ I - u - Mflwwmq MM." mf‘wmfwm K mw‘mmfm ’MMWh «aw-wen- - “AAA—AAAHAAA“. =1 [ELF "5 mm M 3'" *- AAA peli‘fé-z‘ef [Amy FAAALtei Am; fiAAAAAAA AAA! 43"“?th I 7Q“ 45%,. math I = LSexlAtAS + ASMISA §A(’§.§35)?+ 1» {LAMHA 1(q‘09- 43M) :1 J. tlD‘kK-ffia mm”? a I ' I A .va Afieele' 5"“ "£1.93 ' ' I: go, .‘lmwmet‘a’éfi 0'51”” Y “.2; ll ...
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