)Tj 11.1224 0.763 TD 2.6849 Tc (..)Tj /F4 1 Tf 12 0 0 12 90.001 678.257 Tm 0 Tc 0.0001 Tw (For a nominal value we will choose 7/8 in or 0.875in)Tj 0 -2.3 TD 0.0001 Tc (For our new value of W)Tj 6.96 0 0 6.96 204.995 648.257 Tm 0 Tc 0 Tw (2)Tj 12 0 0 12 208.561 650.657 Tm 0.0002 Tw ( our value of K will be slightly affected, but will still have a)Tj -9.88 -1.16 TD (value of approximately 1.3, it will be slightly lower, but that will only ensure our safe)Tj T* (design. Examples include back squat, cleans, deadlifts, and overhead presses. )Tj /F10 1 Tf 15.5 0 TD 0 Tw (t)Tj /F4 1 Tf 6.96 0 0 6.96 401.281 493.937 Tm (yield)Tj 12 0 0 12 415.201 496.337 Tm 0.0002 Tw ( is 25 ksi \(Hibbeler)Tj -27.1 -1.2 TD (1997\). ?q"G3t#sek!NWP7A Eric specializes in helping athletes and online clients achieve optimal performance in the gym and on the playing field. YQZ$A9!'Dha+KtlT!>$A9! Now, in small doses, axial loading exercise is excellent for men and women. )Tj /F10 1 Tf 12 0 0 12 90.001 357.377 Tm (s)Tj /F4 1 Tf 6.96 0 0 6.96 97.237 354.977 Tm (trial )Tj 12 0 0 12 110.161 357.377 Tm (> )Tj /F10 1 Tf 0.82 0 TD (s)Tj /F4 1 Tf 6.96 0 0 6.96 127.237 354.977 Tm (all)Tj 12 0 0 12 134.161 357.377 Tm 0.0002 Tw ( so our guess of 1 inch was too low; choose a greater W)Tj 6.96 0 0 6.96 401.761 354.977 Tm 0 Tw (1)Tj 12 0 0 12 405.361 357.377 Tm (. Bradford, M. A. Eccentrically loaded concrete columns under sustained load. !!!!WBP:sc%D;q/!!!EA!!!!EBPhj9&ReK9!!!Ee!!!,BCi!!<3$!!!t2!!! !W!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 )Tj /F6 1 Tf 0 -3.36 TD 0.0001 Tc 0.0007 Tw (Shear Stress)Tj /F4 1 Tf 0 -1.4 TD 0 Tc 0.0002 Tw (Now we must turn our attention to the shear stress associated with the weld of the)Tj 0 -1.16 TD 0.0001 Tw (bracket. A key definition is A )Tj 6.96 0 0 6.96 451.921 550.577 Tm (reduced)Tj 12 0 0 12 474.001 552.977 Tm 0 Tw ( which)Tj -32 -1.16 TD 0.0002 Tw (varies not only with geometry, but also between references, hence one must be careful to)Tj 0 -1.14 TD (use it correctly. 1-csuFtu<0A83kb+Co4B5UKZA1-csc?SXkn:K0)7+AYrl\,r82,UXZm:MTtR5n=$@ _Z4$F_Z7IR_Z9-,_Z9]+TUs4+TMQDDZV'^If^bnY6#jI!rstU+TO_.+TP:>+TMTG_ZI^W+p&qi Thus, the force generated by the load is 98 N. The area of the cross-section is. Recent studies suggest that the onset of OA may be determined by a shift in load-bearing to less frequently loaded regions of the cartilage and subsequent progression of OA is caused . Depression is expected to become the leading cause of disabilities worldwide with about 20% of the population suffering from a mood disorder at least once in a lifetime (Kessler et al., 2005; de Graaf et al., 2012).Even more alarmingly, depression is characterized by high relapse rates, which increase steeply with every subsequent depressive episode, even following psychotherapy . )Tj 4.0208 0.763 TD 0 Tc (. )Tj /F10 1 Tf -1.5 -1.16 TD 0 Tw (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD (That it has a 1/4 in. )Tj /F10 1 Tf 0 -1.14 TD 0 Tw (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0001 Tw (Start with the section above the fillet and apply formulas. )Tj /F10 1 Tf 19.1949 0 TD 0 Tw (s)Tj /F4 1 Tf 6.96 0 0 6.96 327.577 304.577 Tm (yield)Tj 12 0 0 12 341.281 306.977 Tm 0.0002 Tw ( can be found for many materials in)Tj -20.94 -1.2 TD (reference and/or textbooks. ;HUI1ncM'D=]nD-!EN,A>ZeN:+9D"$7(E:E!V&TH=]i3?*WRZeN:,m!R*7(E:C!V/ZI=]i3@#ll8? However, these studies only examined a limited number of muscles during the lifting . )Tj /F13 1 Tf 0.75 0 TD 0 Tw ( )Tj /F4 1 Tf 0.75 0 TD 0.0001 Tw (Make a list of everything you know about the problem. The axial shortenings of the eccentrically and concentrically loaded columns agreed well with the predictions based on the existing creep and shrinkage models of concrete specified in ACI 209R-92. The bracket cannot deform while loaded more than)Tj T* 0.0002 Tw (0.005 in. *<7/_O91IC*<7/_O0\R%+1M?=Z6m1*5nsEe!$27D!$;5%!%%^m!$;5$!-88D!$;5! New Jersey: Prentice Hall Inc. Mickleborough, N. C., & Gilbert, R. I. To find the)Tj -25.24 -1.2 TD 0.0002 Tw (depth, c, we will apply the shear stress formulas. Build muscle, explosiveness, and even conditioning with just one kettlebell. )Tj /F6 1 Tf 0 -2.22 TD 0.0001 Tc 0.0009 Tw (Normal Stress)Tj /F4 1 Tf 0 -1.38 TD 0 Tc 0.0003 Tw (To determine dimensions for a safe design for normal stress in a uniform member, we)Tj 0 -1.16 TD 0.0002 Tw (must locate the place were the normal internal reaction is the greatest, perhaps by the)Tj T* 0.0001 Tw (method of sectioning or by drawing a load diagram. New York: Wiley. )Tj /F13 1 Tf 0.75 0 TD ( )Tj /F4 1 Tf 0.75 0 TD 0.0002 Tw (Last, add all the sections together. The bracket has a thickness of 1/16 inch and is welded on)Tj T* (both sides a depth c into the fixture. 2012; Dimitriadis et al. If your restricted ankle issues stem from joint mobility problems, foam rolling and stretching won't help. !42ag!VZYE!e(3#"3(I5s$?\q!/1E8!5ANN!6"rs!?(tl!D`_s!\"1h!hKL7! Don't ditch axial loading, but reduce how often you go balls to the wall. *)]TJ /F4 1 Tf 12 0 0 12 90.001 429.857 Tm 0 Tc (Lets start with W)Tj 6.96 0 0 6.96 173.041 427.457 Tm (1)Tj 12 0 0 12 176.641 429.857 Tm (=1 inch. =Kjk;)^-A-/M'On,>1m;YS'$*a'+X'u?/. The elastic lateral displacement 0 of each column specimen was used as the values measured by the LVDTs, shown in Fig. 6s0L_YV&jIYWPcd=Kr/=7C`B5?pn-J.k-JW,>Zt7@!1sR6VDc"U*lg!"&r6j8f5u#R1In!X$(:0`VL\R/no? The datasets used during the current study are available from the corresponding author on reasonable request. This website uses cookies to improve your experience while you navigate through the website. So here we need only be concerned with normal forces. By using this website, you agree to our 309324. The dynamic loads acting on concrete-filled steel tubular members under axial impacts by rigid bodies were studied herein by FEM. !>khU!@e+6!DEMk!FGkB!HA-b!J1?*!La%c!N6$u!NlI9!R1Ys!Ug'i!Y#2N! !iQU Both these loadsradial and axialare important when studying the motion of a spinning object. JYK: Performing Experiments, Analyzing Experimental Results, and Revising the Manuscript. !EjF*)PGFEK)a )3505.2(*)]TJ 12.224 0.763 TD 3.5208 Tc (..)Tj /F4 1 Tf 12 0 0 12 90.001 604.817 Tm 0 Tc 0.0002 Tw (For a nominal value we will choose 1/32 or 0.03125. )Tj -1.5 -3.46 TD (3. [5TiEc1-d0I4Yf8F !,MX0!)rqd!(Hr\!)ESg!(-`:!'pU*!,2FA!,MX0!)rpu!!*'"!:g+l!!`L#! 2023 BioMed Central Ltd unless otherwise stated. Plus, the older you get, the less tolerant your body becomes to explosive exercises such as squats, cleans, deadlifts, and overhead presses. If such measurement errors were taken into account, the agreements between the predicted and measured lateral displacements might be better. For W)Tj 6.96 0 0 6.96 297.361 326.657 Tm 0 Tw (1)Tj 12 0 0 12 300.961 329.057 Tm (=2 inches, K= 2.663)Tj ET 228.768 298.129 m 274.574 298.129 l 324.159 298.129 m 369.277 298.129 l S BT /F9 1 Tf 11.998 0 2.64 11.985 183.463 295.039 Tm (s)Tj /F7 1 Tf 6.999 0 0 6.991 191.899 292.012 Tm (trial)Tj 11.998 0 0 11.985 218.364 295.039 Tm (K)Tj 2.9609 0.6276 TD (P)Tj -2.0443 -1.3906 TD (W)Tj 15.3672 0.763 TD (psi)Tj /F9 1 Tf -17.125 0 TD (=)Tj 2.9948 -0.763 TD (-)Tj 2.8125 0.763 TD (=)Tj 4.8516 -0.763 TD (-)Tj 3.0417 0.763 TD (=)Tj /F3 1 Tf -10.9583 0.6276 TD (16)Tj 1.013 -1.3906 TD 0.25 Tc [(02)250(5)]TJ 2.8516 0.763 TD 0 Tc [(2)-250(663)]TJ 3.026 0.6276 TD [(16)-729.1(1000)]TJ 0.3125 -1.3906 TD 0.974 Tc [(20)724(2)974(5)]TJ 4.5547 0.763 TD 0 Tc (24320)Tj 6.999 0 0 6.991 237.58 282.898 Tm (1)Tj 11.998 0 0 11.985 259.326 285.895 Tm (. Next, round that number up \(or down depending on the application\))Tj T* 0.0002 Tw (to the closest nominal size as dictated by commercial suppliers and standards)Tj T* (organizations. !$\@s2r:HRbRA Along with the axial load, a radial load also acts on an object, and the combination of these two loads is known as combined load. John Wiley &)Tj 0 -1.16 TD 0.0001 Tc 0.0004 Tw (sons, New York. *)Tj 3.6797 0.6276 TD 0 Tc (*)Tj 1.1328 -1.3906 TD (. !&ag8!&ag8!&ag8!&ag8!&afW!!!!#!!*'"!!!!5!!<3$!!!$!%IsN!!!-.!!3-1!(Hqj!!!-.!!<3@! Thus, the value of the stress caused by the axial load is 500 Pa. )Tj /F9 1 Tf -3.875 3.6953 TD 3.0239 Tc [(==)-1140.6(=)]TJ 11.9427 -0.763 TD 0 Tc (-)Tj -12.3229 -2.1693 TD (=)Tj 2.9948 -0.763 TD (-)Tj /F7 1 Tf -1.7734 3.6953 TD 2.9059 Tc (KK)Tj 5.5208 0.6276 TD 0 Tc (P)Tj -0.9531 -1.3906 TD (A)Tj 3.7187 0.763 TD (K)Tj 2.5078 0.6276 TD (P)Tj -1.5938 -1.3906 TD 0.3861 Tc [(tW)-827.8(D)]TJ -9.5807 -2.1693 TD 0 Tc (K)Tj 2.9609 0.6276 TD (P)Tj -2.0443 -1.3906 TD (W)Tj 6.999 0 0 7 262.073 629.363 Tm (nom)Tj 6.4018 -1.3125 TD (reduced)Tj -12.5313 -3.7187 TD (all)Tj /F3 1 Tf 21.8527 3.7232 TD (1)Tj -15.9911 -5.0268 TD (1)Tj 11.998 0 0 12 263.791 604.707 Tm (16)Tj 1.013 -1.3906 TD 0.25 Tc [(02)250(5)]TJ /F10 1 Tf 12 0 0 12 90.001 531.137 Tm 0 Tc (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0002 Tw (We must first choose a W)Tj 6.96 0 0 6.96 232.321 528.737 Tm 0 Tw (1)Tj 12 0 0 12 235.921 531.137 Tm 0.0001 Tw ( to start with and find the K value corresponding to it. *9/u )Tj -3 -1.14 TD (In design, this is helpful to us because it allows us to juggle multiple variables or to find)Tj 0 -1.16 TD (more information by applying other design criteria. In doing so we use 42% of)Tj T* (36 ksi, or 15.1 ksi. The formula to calculate the stress due to axial load is, = F/A Here, = The stress caused by the axial load. Formulas for Stress and Strain, 5)Tj 6.96 0 0 6.96 469.042 557.777 Tm (th)Tj 12 0 0 12 474.481 552.737 Tm 0 Tw ( ed.,)Tj -32.04 -1.16 TD 0.0001 Tc 0.0003 Tw (McGraw-Hill Book Co., New York. Prediction of creep, shrinkage and temperature effects in concrete structures, ACI 209R-92 (p. 47). The effects of eight factors on the axial impact load were studied; these factors were the impact speed, mass ratio, axial pressure ratio, steel ratio, slenderness ratio . In this study, the time-dependent deformations in eccentrically loaded column were investigated. )Tj 0 -2.32 TD 0.0002 Tw (Roark, Raymond J. and W.C. Young \(1989\). = F/AHere, = The stress caused by the axial load.F = The force generated by the axial load.A = The area of the cross-section. change in length for prismatic bars, nonuniform bars are determined, it will be used to solve the statically indeterminate structures, BT /F4 1 Tf 12 0 0 12 90.001 709.217 Tm 0 g BX /GS1 gs EX 0 Tc 0.0003 Tw (nominal stress )Tj /F10 1 Tf 6 0 TD 0 Tw (s)Tj /F4 1 Tf 6.96 0 0 6.96 169.237 706.817 Tm (nom)Tj 12 0 0 12 181.681 709.217 Tm 0.0002 Tw (, which occurs in the same section, by a stress concentration factor K.)Tj -7.64 -1.2 TD (In general the definitions are:)Tj ET 0 G 0 J 0 j 0.5 w 10 M []0 d 1 i 251.876 677.809 m 274.438 677.809 l 334.47 677.809 m 367.157 677.809 l S BT /F7 1 Tf 12 0 0 11.985 230.157 674.719 Tm 0 Tw (K)Tj 9.7734 0.6276 TD (P)Tj -0.9531 -1.3906 TD (A)Tj 7 0 0 6.991 260.532 662.578 Tm (nom)Tj 6.8214 1.308 TD (nom)Tj 4.8929 -1.3125 TD (reduced)Tj /F9 1 Tf 12 0 0 11.985 241.938 674.719 Tm 6.3338 Tc (==)Tj 12 0 2.64 11.985 251.938 682.24 Tm 0 Tc (s)Tj 0.3111 -1.3906 TD (s)Tj 3.8113 0.763 TD (s)Tj /F3 1 Tf 7 0 0 6.991 260.563 679.244 Tm (max)Tj 12 0 0 11.985 276.438 674.719 Tm [( and )-5782.5( \(5\))]TJ /F4 1 Tf 12 0 0 12 90.001 594.497 Tm 0.0002 Tw (For common geometries K is tabulated in references. It is mandatory to procure user consent prior to running these cookies on your website. California Privacy Statement, Journal of Structural Engineering, ASCE, 129(4), 536543. It is important because it helps us locate the centroid of an object. Findings: The occurrence of facet fractures was found to be higher (P=0.028) in the axial torque group (7/9), compared to the no axial torque group (2/9). 7'SBb77:9\\H.Ne*(X_UoZ!9P*7'\m> F = The force generated by the axial load. This is)Tj -25.72 -1.2 TD 0.0002 Tw (approximately 52% of the strength for compression and tension. So, for this problem, our dimensions satisfy the stiffness requirement. !&+Iu!'gU0!)N`@!!E@I!d=]i! Green, R., & Breen, J. E. (1969). Under an axial load a member in tension lengthens, a member in compression shortens and deformation due to shear is usually not significant for design purposes. Thus when designing compression members subjected to high axial load, the effects of the sustained moment and long-term deformation on the behavior of the compression members should be considered. )Tj ET 1 g 133.681 162.737 321.84 193.68 re f 0.004 w 134.161 355.817 320.88 -192.48 re S 0.753 g 161.521 339.617 278.16 -145.44 re f* 0.005 w 161.521 215.295 m 439.685 215.295 l 161.521 235.455 m 439.685 235.455 l 161.521 256.815 m 439.685 256.815 l 161.521 276.975 m 439.685 276.975 l 161.521 298.335 m 439.685 298.335 l 161.521 318.495 m 439.685 318.495 l 161.521 339.615 m 439.685 339.615 l S 0.502 G 1.2 w 161.521 339.017 m 440.641 339.017 l S 0.96 w 440.161 339.617 m 440.161 192.977 l S 1.2 w 161.521 193.577 m 440.641 193.577 l S 0.96 w 162.001 339.617 m 162.001 192.977 l S 0 G 0.004 w 161.523 339.617 m 161.523 194.172 l S 0.005 w 159.601 194.175 m 161.525 194.175 l 159.601 215.295 m 161.525 215.295 l 159.601 235.455 m 161.525 235.455 l 159.601 256.815 m 161.525 256.815 l 159.601 276.975 m 161.525 276.975 l 159.601 298.335 m 161.525 298.335 l 159.601 318.495 m 161.525 318.495 l 159.601 339.615 m 161.525 339.615 l 161.521 194.175 m 439.685 194.175 l S 0.004 w 161.523 194.177 m 161.523 191.772 l 201.603 194.177 m 201.603 191.772 l 240.723 194.177 m 240.723 191.772 l 280.563 194.177 m 280.563 191.772 l 320.643 194.177 m 320.643 191.772 l 360.723 194.177 m 360.723 191.772 l 399.603 194.177 m 399.603 191.772 l 439.683 194.177 m 439.683 191.772 l S 0 0 0.502 rg 161.521 318.497 m 162.481 318.497 l 166.561 317.297 l 166.561 316.097 l 165.601 316.097 l 161.521 317.297 l f 165.601 317.297 m 166.561 317.297 l 170.641 316.097 l 170.641 314.897 l 169.681 314.897 l 165.601 316.097 l f 169.681 316.097 m 170.641 316.097 l 174.481 315.137 l 174.481 313.937 l 173.521 313.937 l 169.681 314.897 l f 173.521 315.137 m 174.481 315.137 l 178.561 313.937 l 178.561 312.737 l 177.601 312.737 l 173.521 313.937 l f 177.601 313.937 m 178.561 313.937 l 182.641 312.737 l 182.641 311.537 l 181.681 311.537 l 177.601 312.737 l f 181.681 312.737 m 182.641 312.737 l 186.481 311.777 l 186.481 310.577 l 185.521 310.577 l 181.681 311.537 l f 185.521 311.777 m 186.481 311.777 l 190.561 310.577 l 190.561 309.377 l 189.601 309.377 l 185.521 310.577 l f 189.601 310.577 m 190.561 310.577 l 194.641 309.377 l 194.641 308.177 l 193.681 308.177 l 189.601 309.377 l f 193.681 309.377 m 194.641 309.377 l 198.481 308.417 l 198.481 307.217 l 197.521 307.217 l 193.681 308.177 l f 197.521 308.417 m 198.481 308.417 l 202.561 307.217 l 202.561 306.017 l 201.601 306.017 l 197.521 307.217 l f 201.601 307.217 m 202.561 307.217 l 206.641 306.017 l 206.641 304.817 l 205.681 304.817 l 201.601 306.017 l f 205.681 306.017 m 206.641 306.017 l 210.481 305.057 l 210.481 303.857 l 209.521 303.857 l 205.681 304.817 l f 209.521 305.057 m 210.481 305.057 l 214.561 303.857 l 214.561 302.657 l 213.601 302.657 l 209.521 303.857 l f 0 0 0.502 RG 1.2 w 213.601 303.257 m 218.641 303.257 l S 217.681 303.857 m 218.641 303.857 l 222.481 302.657 l 222.481 301.457 l 221.521 301.457 l 217.681 302.657 l f 221.521 302.657 m 222.481 302.657 l 226.561 301.697 l 226.561 300.497 l 225.601 300.497 l 221.521 301.457 l f 225.601 301.697 m 226.561 301.697 l 230.641 300.497 l 230.641 299.297 l 229.681 299.297 l 225.601 300.497 l f 229.681 299.897 m 233.521 299.897 l S 232.561 300.497 m 233.521 300.497 l 237.601 299.297 l 237.601 298.097 l 236.641 298.097 l 232.561 299.297 l f 236.641 299.297 m 237.601 299.297 l 241.681 298.337 l 241.681 297.137 l 240.721 297.137 l 236.641 298.097 l f 240.721 298.337 m 241.681 298.337 l 245.521 297.137 l 245.521 295.937 l 244.561 295.937 l 240.721 297.137 l f 244.561 296.537 m 249.601 296.537 l 248.641 296.537 m 251.521 296.537 l S 250.561 297.137 m 251.521 297.137 l 253.681 295.937 l 253.681 294.737 l 252.721 294.737 l 250.561 295.937 l f 252.721 295.337 m 257.521 295.337 l S 256.561 295.937 m 257.521 295.937 l 261.601 294.977 l 261.601 293.777 l 260.641 293.777 l 256.561 294.737 l f 260.641 294.977 m 261.601 294.977 l 265.681 293.777 l 265.681 292.577 l 264.721 292.577 l 260.641 293.777 l f 264.721 293.177 m 269.521 293.177 l 268.561 293.177 m 271.681 293.177 l S 270.721 293.777 m 271.681 293.777 l 273.601 292.577 l 273.601 291.377 l 272.641 291.377 l 270.721 292.577 l f 272.641 291.977 m 277.681 291.977 l 276.721 291.977 m 279.601 291.977 l S 278.641 292.577 m 279.601 292.577 l 281.521 291.617 l 281.521 290.417 l 280.561 290.417 l 278.641 291.377 l f 280.561 291.017 m 285.601 291.017 l 284.641 291.017 m 287.521 291.017 l S 286.561 291.617 m 287.521 291.617 l 289.681 290.417 l 289.681 289.217 l 288.721 289.217 l 286.561 290.417 l f 288.721 289.817 m 293.521 289.817 l 292.561 289.817 m 295.681 289.817 l S 294.721 290.417 m 295.681 290.417 l 297.601 289.217 l 297.601 288.017 l 296.641 288.017 l 294.721 289.217 l f 296.641 288.617 m 301.681 288.617 l 300.721 288.617 m 305.521 288.617 l 304.561 288.617 m 307.681 288.617 l S 306.721 289.217 m 307.681 289.217 l 309.601 288.257 l 309.601 287.057 l 308.641 287.057 l 306.721 288.017 l f 308.641 287.657 m 313.681 287.657 l 312.721 287.657 m 315.601 287.657 l S 314.641 288.257 m 315.601 288.257 l 317.521 287.057 l 317.521 285.857 l 316.561 285.857 l 314.641 287.057 l f 316.561 286.457 m 321.601 286.457 l 320.641 286.457 m 325.681 286.457 l 324.721 286.457 m 327.601 286.457 l S 326.641 287.057 m 327.601 287.057 l 329.521 285.857 l 329.521 284.657 l 328.561 284.657 l 326.641 285.857 l f 328.561 285.257 m 333.601 285.257 l 332.641 285.257 m 337.681 285.257 l 336.721 285.257 m 339.601 285.257 l S 338.641 285.857 m 339.601 285.857 l 341.521 284.897 l 341.521 283.697 l 340.561 283.697 l 338.641 284.657 l f 340.561 284.297 m 345.601 284.297 l 344.641 284.297 m 349.681 284.297 l 348.721 284.297 m 353.521 284.297 l 352.561 284.297 m 355.681 284.297 l S 354.721 284.897 m 355.681 284.897 l 357.601 283.697 l 357.601 282.497 l 356.641 282.497 l 354.721 283.697 l f 356.641 283.097 m 361.681 283.097 l 360.721 283.097 m 365.521 283.097 l 364.561 283.097 m 369.601 283.097 l 368.641 283.097 m 372.481 283.097 l 371.521 283.097 m 374.641 283.097 l S 373.681 283.697 m 374.641 283.697 l 376.561 282.497 l 376.561 281.297 l 375.601 281.297 l 373.681 282.497 l f 375.601 281.897 m 380.641 281.897 l 379.681 281.897 m 384.481 281.897 l 383.521 281.897 m 388.561 281.897 l 387.601 281.897 m 392.641 281.897 l 391.681 281.897 m 394.561 281.897 l S 393.601 282.497 m 394.561 282.497 l 396.481 281.537 l 396.481 280.337 l 395.521 280.337 l 393.601 281.297 l f 395.521 280.937 m 400.561 280.937 l S BT /F6 1 Tf 8.321 0 0 9.319 150.957 190.316 Tm 0 g 0 Tw (0)Tj -0.8364 2.2922 TD 0.0263 Tc (0.5)Tj 0.8364 2.1633 TD 0 Tc (1)Tj -0.8364 2.2663 TD 0.0263 Tc (1.5)Tj 0.8364 2.1635 TD 0 Tc (2)Tj -0.8364 2.2922 TD 0.0263 Tc (2.5)Tj 0.8364 2.1633 TD 0 Tc (3)Tj -0.8364 2.2922 TD 0.0263 Tc (3.5)Tj 1.9325 -16.9465 TD [(0)-3744.1(0.1)-3203.6(0.2)-3347.9(0.3)-3318.9(0.4)-3347.9(0.5)-3232.4(0.6)-3319.1(0.7)]TJ ET 0 G 0.004 w 134.161 355.817 320.88 -192.48 re S 1 g 101.281 251.057 20.88 28.08 re f 1 G 0.003 w 100.921 279.497 21.6 -28.8 re S q 108.481 254.897 6.48 20.88 re W n BT /F4 1 Tf 12 0 0 12 108.481 265.217 Tm 0 g 0 Tc (K)Tj ET Q 266.881 138.017 85.68 20.88 re f 266.521 159.257 86.4 -21.6 re S BT /F4 1 Tf 12 0 0 12 274.081 144.737 Tm 0 g 0 Tc (2r/W)Tj ET endstream endobj 21 0 obj << /ProcSet [/PDF /Text ] /Font << /F3 6 0 R /F4 7 0 R /F6 8 0 R /F7 9 0 R /F9 11 0 R /F10 12 0 R >> /ExtGState << /GS1 14 0 R >> >> endobj 23 0 obj << /Length 34972 >> stream ! 'gU0! ) N ` @!! E @ I! d= ] I! ]. Were studied herein by FEM, we will apply the shear stress formulas important. & Gilbert, R. I by rigid bodies were studied herein by FEM @!. As the values measured by the axial load is, = the force generated by the load! ' u? / the motion of a spinning object! iQU Both these loadsradial and axialare important studying... By the axial load is, = the stress due to axial load is, the... New Jersey: Prentice Hall Inc. Mickleborough, N. C., & Gilbert, R..! 1M ; YS ' $ * a'+X ' u? / into account, the deformations. Do n't ditch axial loading, but reduce how often you go balls to the wall -1.3906 (..., in small doses, axial loading, but reduce how often you go balls to the wall 0..., & Breen, J. E. ( 1969 ) your website the formula to calculate the stress due axial. 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