lecture14 - h 063E CTN £5 U, 7‘ EH1 6 Caligula-Fe...

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Unformatted text preview: h 063E CTN £5 U, 7‘ EH1 6 Caligula-Fe §+Y‘<.SS'_c_5 \VF 1' :9 pa— Voers \l ‘5on VIEW gnaw A) 3) O m 4476 N @ TOP SURFACE X —-~/ Plane _ :1 ‘ © .; CEIUTRmD . Draw moms 3 L; Circle, (N9 9 Ca\wla,+c SHEUYIS l £90110?“ SURFACE .0020}: Mfl'Hq recul dust ram gm” SeCfiOVN “R. EXF‘HPL‘E FEE: 133-3532er “fir-mm Fortes (We flit-+103? (AI 3) ,1 ‘3 . - (F’qu‘if 7“ @172de PO— Awhod- SWesgfls _ Shear Farce. P 7 Wrer Lock aid“ gem/m Warm/W— Pragmce our Fan/11 #35610. Caxial' 9mg») « 4’wa Sf-rESSGS will OBE'NDING : m. C’ I =rJ—Hn3 {gamma Won/'3’“ Fa I 8:2“:“13 [9‘0qu 0*— Pom+ ago? A+ Pd'A-F A, ‘ = M = POL-é 6W M 2m __ m LWflOrg _________‘_ bh-l k; “.225 A+ PM; cswma: Pox» o _ : o=éx “*0 fith Air ‘90erbe Candi“? _ fl—Pmfljé-j) ____ 3 6x :. 7— (mNWSS .1 “W\ 4-5?“ a Re dang Max Beam A—l— 90‘er LE; a=c on maimed L@+’S Cwm an mi NumbU/S 6x: msfllmsm) :I 938;“ (51-5 1m 9" _ - 9x: Qx :flggfiL : X\O”(° Zg;{%\=—.B(ll,188gsl) ZOMOG’ psi _ _ __H__30xlobp5L . a flag“ ~10 E = 50%“ ps1, (gm) w m 6W6, 55 S‘WH'C W (poisson's Radio) éWess sm+e, MOI/M’s Clara/[Q Lc+*'s crunch 'Hfle, nvmbeu W L LKY : -_—-_ 3’) . .-_— fix), 5: H Silas) ’ZZXLY 613.5 psg (2.9m)(0.12m) _ 6mm — '5 PJL A émax : 2 Z . 5 PM Let’s Compare. Primfpal 90/635565 EU; VIM-4" (5mm 6 m ax Oriel/11an v1 @ o 1;, I88 {951 0° @ ~41) [88 psi, 0 o” @ ~335- PSE 33.5 pji H50 which is mofi' Concerflm 140m (1 fictith mac/e pom+ 015 View M) ___ 0.002% 6 mM (A) ? I’ kH’ND H0 REAL Hiram) Metal Folk 'S-km‘m (gage. -* Long Wk’A-CAWC wire {firmed "r0 Se.er Pcfi-temfl 9/ sandwhfiohed bétvvein ‘rwo PoniGU; RUNS- —Sens‘or Whose resierqncq changes in Pmporwon +0 SWW}. (Piefioreslsfiv’t e. d“) ffiggmw +0 aux/6:102, Pro pea/Wis — Low Coer (N mo) «fl flood Pe-réormaflct #DEPehoLOA/fi' ON Tampa/ELM: Friar-t rm. "rt: xT 498 Principal Stresses under a Given Loading if; (i 31‘} r .1" ol the principal stresses in a narrow rectangular cantilever beam s: jected to a concentrated load P at its free end (Fig. 8.7). We recall f Sec. 6.5 that the normal and shearing stresses at a distance .r from: load P and a distance _\' above the neutral surface are given. respectivg' by liq. (o. 13) and Eq, (6.|2). Since the moment of inertia ot' thee section is ' A M13 (bloat-)3 H AH i2 i2 " 3 where A is the cross—sectional area and c the halt—depth ot' the be we write Ptr iPrr r P.\‘\' l at 3- l P l = 8 _ ( . « 4 c" 7 _.— _ 7-~—- — ' _ — . Using the method otLSec. L} or bec. 7.4. the value ol' 0. \ can determined at any point ot' the beam. Figure 8.8 shows the results' the computation of the ratios (rim/a,“ and (rm/U,” in two sections the beam. corresponding respectively to .r = 2c and .r = ln ea xelt Ki8é. r gift _‘ .;_ _ _l (r... '(l' \ ‘7 tooo \__-—-'—- tl.t)|ll' (lflltl —(l.()(ll .0 7-00“) X (to—H) \ moon y moo \ \ 41.003 ~tmoT anon fool? [ t);th I | armor) % «own \ (l 3(30 (1230 H __t 0.160 {X xi \ own \ «(Lotto \ o mo \ ~tlflltl \ '(ltlltl k L tiltltll‘l«——:l——-—'L t) l anon 7—— Fig. 8.8 Distribution of principal stresses in two transverse sections of a rectangular cantilever beam supporting a single con- ' centrated load. EXample. 8‘01- PACae 610 w TEXT Find 2 a.+ K 3’ H mmrmm fisheavm a smssc 5 gm \0) pv'mgpod smssas c} manmum Shcowms I swesses Mam a fi=|5md 0L?“ Qms ahoLK~-._-xu-/ WWLULS out HMS. connccflon? M . ~ F61.) 0+- Yzi‘lg’ SK—ahc Ewl‘bflbm Q1... ,9 2FK=O '0' ’ éFy’O & \x 2.51:0 PI {it“lgflioj / WM F1 @496) Regcflahg grit—=0 (:1: Ir” Ewihbmurh Forces or‘ Wm. M 04 1h+€W€S+ Wm be. 0W051’fl. finese on fine F39 a? *‘kfl- BRR ' Now H’s JUS‘i‘ a 231me, beam Pmblem~ri5hf?f Weak H— down“ analy'te, 0m, Pow: 0d- a. Jame. mom VH‘ Parcel. ® (5(96 VIEW) 0% Nam/w. grass =o=% Bfl gownsmvfir Mm Force. 63:) Liv—a ~ r 1 MMOH *‘ Ln m. FED gem-m ~«+ w CD T (’1. 1‘ F1 92 H is 12m SDRF—RCE .__~,¢——. flMax bev1ollng)no Shear O/K:_32l9;b (impmssion “DB ‘+ 2?: b = —N C bx ‘5’}: =9, 9‘ x *—— ’°’ I 1m“ m)? Kb; om cemh’Did T -- No bendmj) mag? 5h€°w ' (:mzA “z: = 5,1 .,. LE:— _ . , H 3 A 3 A (Egg—RN“ Jr" “Hw' H is (Ur Hne Hem—HELK din/LS 4N0 Bending K (s a+ “hop” Sur'FQLL ~mm< bendi nj Tension 6K - (1_ = Plaézlilgzflq I TH)“ ‘fl’D3 (0L1 4—— K [-36X:3ZPI4 “VD; Now,1>mw fine. Good €\emen+(s).\. 1x3: *7l'0 = 483.2? HPa 7. I ' 2: 6 = ~132sz z.élt'zoooL sausmox-oco) x A «D3 111.0%)" '1? (.0L13) Ll 5x 548/31? HPCx '5“ = 112-921 = *Wfl TT'D3 11-1 .011)? V 6K: ___, + 32 P. a =|07 LI A TFDB H04 .1 # [5,000 +3Z<I§ooo)(-O5) TIT-0‘02 Tr(_o‘1)3 6X = MP4. x I \l 2 A 11-03 55$ :3 Lflo __uo<'¢9,ooo)<.os) 3 «(4‘03 '—' 75m?“ -._.....——-. . 6Max 3' 63.7- +751| =‘E8L8 MP-oll 6mm = 53,? - 764 = I—LIH MM 1 1... ml Tmax = ’79.| Nf’al ...
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This note was uploaded on 04/09/2010 for the course ENGR ENG104 taught by Professor Modera during the Winter '10 term at UC Davis.

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lecture14 - h 063E CTN £5 U, 7‘ EH1 6 Caligula-Fe...

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