"D&Kq/T"9A?B"2Oh""T\E"+9]I[ !!<9t!42_b"60B6!,DYg! ;HUI0,malG=]nD-"9DFD>Ze7P,Xk,+ The whole impact process was simulated and the time history of the impact load was obtained. This is)Tj
-25.72 -1.2 TD
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(approximately 52% of the strength for compression and tension. )Tj
/F6 1 Tf
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0.0003 Tc
(Deformation)Tj
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(To determine the deformation of the bracket, we will break it into three sections and)Tj
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(perform vector addition to each section to determine whether or not our dimensions are)Tj
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(large enough to prevent an unacceptable deformation. All experiment were financially supported by the Korea Agency for Infrastructure Technology Advancement (KAIA) funded by the Ministry of Land, Infrastructure and Transport (Grant No. BT
/F4 1 Tf
12 0 0 12 90.001 709.217 Tm
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BX /GS1 gs EX
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(and F.S. Time-Dependent Deformations of Eccentrically Loaded Reinforced Concrete Columns, $$\varepsilon_{cr} (t,t_{0} ) = \left( {\frac{{P_{sus} }}{{A_{traa} }}} \right)\frac{1}{{E_{caa} (t,t_{0} )}}$$, $$E_{caa} (t,t_{0} ) = \frac{{E_{ct} (t_{0} )}}{{1 + \chi (t_{0} )[E_{ct} (t_{0} )/E_{ct} (28)]\phi (t,t_{0} )}}$$, $$\chi (t_{0} ) = \frac{{t_{0}^{0.5} }}{{1 + t_{0}^{0.5} }}$$, $$\phi (t,t_{0} ) = \frac{{(t - t_{0} )^{0.6} }}{{10 + (t - t_{0} )^{0.6} }}$$, $$\begin{aligned} \varepsilon_{cr} (t,t_{0} ) &= \left( {\frac{{P_{sus} }}{{E_{ct} (t_{0} )A_{tr} }}} \right)\left( {\frac{{A_{tr} }}{{A_{traa} }}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right] \hfill \\ \,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\, &= \varepsilon_{a0} \left( {\frac{{1 + n\bar{\rho }}}{{1 + n_{aa} \bar{\rho }}}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right] \hfill \\ \end{aligned}$$, $$E_{ct} (t_{0} ) = 5000\sqrt {f^{\prime}_{ct} (t_{0} )}$$, $$f^{\prime}_{ct} (t_{0} ) = \left( {\frac{{t_{0} }}{{4.0 + 0.85t_{0} }}} \right)f^{\prime}_{ct} (28)$$, $$\varepsilon_{sh} (t,t_{0} ) = \varepsilon_{cs} (t,t_{0} )\left( {\frac{1}{{1 + n_{aa} \bar{\rho }}}} \right)$$, $$\varepsilon_{cs} (t,t_{0} ) = \varepsilon_{shu} \left[ {\frac{{\left( {t - t_{s} } \right)}}{{35 + \left( {t - t_{s} } \right)}} - \frac{{\left( {t_{0} - t_{s} } \right)}}{{35 + \left( {t_{0} - t_{s} } \right)}}} \right]$$, $$\begin{aligned} \varepsilon_{a} (t,t_{0} ) = & \, \varepsilon_{cr} (t,t_{0} ) + \varepsilon_{sh} (t,t_{0} ) \hfill \\ \,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\, =& \, \varepsilon_{a0} \left( {\frac{{1 + n\bar{\rho }}}{{1 + n_{aa} \bar{\rho }}}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right] \\ & + \varepsilon_{cs} (t,t_{0} )\left( {\frac{1}{{1 + n_{aa} \bar{\rho }}}} \right) \hfill \\ \end{aligned}$$, \(\gamma_{VS} = {\raise0.5ex\hbox{$\scriptstyle 2$} \kern-0.1em/\kern-0.15em \lower0.25ex\hbox{$\scriptstyle 3$}}[1 + 1.13\exp ( - 0.0213\,VS)]\), \(\gamma_{LA} \gamma_{VS} \phi^{\prime}_{u}\), \(\gamma_{VS} \varepsilon^{\prime}_{shu}\), $$\kappa_{cr} (t,t_{0} ) = \left( {\frac{{M_{sus} }}{{I_{traa} }}} \right)\frac{1}{{E_{caa} (t,t_{0} )}} = \left( {\frac{{M_{sus} }}{{E_{ct} (t_{0} )I_{traa} }}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right]$$, $$\begin{aligned} \kappa_{cr} (t,t_{0} ) =& \, \left( {\frac{{M_{sus} }}{{E_{ct} (t_{0} )I_{tr} }}} \right)\left( {\frac{{I_{tr} }}{{I_{traa} }}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right] \hfill \\ \,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\, =& \, \kappa_{0} \left( {\frac{{1 + n\bar{\eta }}}{{1 + n_{aa} \bar{\eta }}}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right] \hfill \\ \end{aligned}$$, $$E_{caa} I_{c} \kappa_{sh} (t,t_{0} ) = E_{s} \left[ {\varepsilon_{sh} (t,t_{0} ) - \kappa_{sh} (t,t_{0} ) \cdot y_{t} } \right]A_{st} y_{t} - E_{s} \left[ {\varepsilon_{sh} (t,t_{0} ) + \kappa_{sh} (t,t_{0} ) \cdot y_{b} } \right]A_{sb} y_{b}$$, $$\kappa_{sh} (t,t_{0} ) = \varepsilon_{sh} (t,t_{0} )\left( {\frac{{A_{st} y_{t} - A_{sb} y_{b} }}{{I_{c} }}} \right)\left( {\frac{{n_{aa} }}{{1 + n_{aa} \bar{\eta }}}} \right)$$, $$\begin{aligned} \kappa (t,t_{0} ) = \kappa_{cr} (t,t_{0} ) \pm \kappa_{sh} (t,t_{0} ) \,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\, \hfill \\ \,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\,\, = \kappa_{0} \left( {\frac{{1 + n\bar{\eta }}}{{1 + n_{aa} \bar{\eta }}}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right] \pm \varepsilon_{sh} (t,t_{0} )\left( {\frac{{A_{st} y_{t} - A_{sb} y_{b} }}{{I_{c} }}} \right)\left( {\frac{{n_{aa} }}{{1 + n_{aa} \bar{\eta }}}} \right) \hfill \\ \end{aligned}$$, $$\delta (t,t_{0} ) = \delta_{0} \left( {\frac{{1 + n\bar{\eta }}}{{1 + n_{aa} \bar{\eta }}}} \right)\left[ {1 + \chi (t_{0} )\left[ {\frac{{E_{ct} (t_{0} )}}{{E_{ct} (28)}}} \right]\phi (t,t_{0} )} \right]$$, https://doi.org/10.1186/s40069-018-0312-1, International Journal of Concrete Structures and Materials, http://creativecommons.org/licenses/by/4.0/, Innovative Technologies of Structural System, Vibration Control, and Construction for Concrete High-rise Buildings. These cookies do not store any personal information. )Tj
/F10 1 Tf
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(\267)Tj
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( )Tj
/F4 1 Tf
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(Third, we will deal with the fillet of the bracket. Eric specializes in helping athletes and online clients achieve optimal performance in the gym and on the playing field. ACI Committee 318. Journal information: ISSN 1976-0485 / eISSN 2234-1315. !>khU!@e+6!DEMk!FGkB!HA-b!J1?*!La%c!N6$u!NlI9!R1Ys!Ug'i!Y#2N! 3^#6j+J0t^5UMeb1-ctJR5.#SNfl._+HDU?5UM/C1-ct8N&!XFH@[h:+F8So5UL;j The flexion-extension cycle stiffness was not different between the two groups until 4000 . :9c1!/LWA!Fu=G!0.%8!IOn1!2]gh""=Ck"tBfl!QbCW 1-csuFtu<0A83kb+Co4B5UKZA1-csc?SXkn:K0)7+AYrl\,r82,UXZm:MTtR5n=$@ 3.1 (a)) and the applied load is tensile. !,MX0!)rqd!(Hr\!)ESg!(-`:!'pU*!,2FA!,MX0!)rpu!!*'"!:g+l!!`L#! A non-osteoporotic adult presented with multilevel compression fractures at the apex of the thoracic kyphosis after strenuous rope jumping. Kim, J. Y., & Abdelrazaq, A. K. (2009). Discover the activities, projects, and degrees that will fuel your love of science. A = 3.14 0.252 = 0.196 m2The stress due to this axial load can be calculated as. "=:8T,lo,X\Gu&+80CC3s6sDe=UH;q)^-A-/M'On,>1m;=Kjh:)^-A-/M'On,>1m; !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 It is important because it helps us locate the centroid of an object. This research was supported by a grant (Code No. Repetitive loading of flexion-extension motions are a viable pain generating pathway in absence of distinguishing height loss. )-1117.2(*)-2661.5( \(6\))]TJ
/F4 1 Tf
12 0 0 12 90.001 396.257 Tm
0.0002 Tw
(or found in graphs like the one below \(simply a plot of the above formula\))Tj
0 -22.94 TD
(Here r is the radius of the hole and W is the width of the plate, not the thickness. )Tj
0 -2.32 TD
(Decision:)Tj
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0.0002 Tw
(For our final dimensions we have:)Tj
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(\267)Tj
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( )Tj
/F4 1 Tf
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(W)Tj
6.96 0 0 6.96 119.33 120.497 Tm
(1)Tj
12 0 0 12 122.881 122.897 Tm
(=1.875in)Tj
/F10 1 Tf
-2.74 -1.16 TD
(\267)Tj
/F13 1 Tf
0.46 0 TD
( )Tj
/F4 1 Tf
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(W)Tj
6.96 0 0 6.96 119.33 106.577 Tm
(2)Tj
12 0 0 12 122.881 108.977 Tm
(=0.8125=13/16 in)Tj
/F10 1 Tf
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(\267)Tj
/F13 1 Tf
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( )Tj
/F4 1 Tf
1.04 0 TD
(R=1in)Tj
/F10 1 Tf
-1.5 -1.14 TD
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?+@/=\Gu";]o=IYoF`P of Architectural Engineering, Dankook University, 152 Jukjeon-ro, Suji-gu, Yongin-Si, Gyeonggi-do, 16890, South Korea, School of Civil Engineering at Shandong Jianzhu Univ. The traditional explanation of obesity-induced OA is that the added axial load on the joints accelerates normal joint "wear and tear" that occurs with aging. 5[be>AmhhG-6l&P/M'=87O)?G5[Y_=-=O,D@B]k],=k?W/--;)49.Jq/0IA++L'*Y !/(AY".BG_!ndQr!7(cT!8[gZ"M=f^!j2W""RlRm If you fail to plan and don't allow yourself enough recovery time in between axial training, you put yourself at risk irritating chronic injuries, burnout, and hard-to-conquer training plateaus. =Lf8t4!>QS!N6,$!"1;[YRi$GYRr*H!%W/6F*.I"7;5.YBgbC(7! 2012; Dimitriadis et al. *)Tj
3.6797 0.6276 TD
0 Tc
(*)Tj
1.1328 -1.3906 TD
(. ;HUI1ncM'D=]nD-!EN,A>ZeN:+9D"$7(E:E!V&TH=]i3?*WRZeN:,m!R*7(E:C!V/ZI=]i3@#ll8? In this study, the time-dependent deformations in eccentrically loaded column were investigated. The increase rate of lateral strain was faster than that of axial strain after 80 percent of the ultimate load. )Tj
/F4 1 Tf
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(1. A factor of safety F.S. BT
/F2 1 Tf
13.92 0 0 13.92 90.001 694.577 Tm
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(References)Tj
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(Hibbeler, R.C. There is also strong evidence that repetitive load-ing affect both discs and vertebrae, and can cause path- Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations. ACI Structural Journal, 94(6), 675683. Comparisons of predicted and measured lateral displacements of eccentrically loaded column specimens. Farmington Hills: American Concrete Institute. [.Uh )Tj
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0.0001 Tc
0.0005 Tw
(Design for Strength)Tj
/F4 1 Tf
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0.0002 Tw
(Strength is the most important component to safe design. Balaguru, P., & Nawy, E. G. (1982) Evaluation of creep strains and stress redistribution in RC columns. )Tj
0 -2.34 TD
(FBD:)Tj
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Stress Concentration factors, charts and relations useful)Tj
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(in making strength calculations for machine parts and structural elements. Eom, TS., Kim, CS., Zhang, X. et al. )Tj
4.0208 0.763 TD
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116.881 221.057 m
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117.841 220.577 m
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126.721 223.697 m
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126.721 223.697 m
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127.441 221.777 l
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f
127.441 222.497 m
128.161 222.497 l
128.641 221.297 l
128.641 220.577 l
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127.921 221.297 m
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128.881 220.097 m
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130.561 218.897 l
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129.841 219.617 m
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132.481 219.377 m
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134.641 219.137 l
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136.321 219.017 m
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141.601 219.857 m
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146.881 221.777 m
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147.601 221.537 m
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148.801 220.577 m
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151.921 218.177 m
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155.761 221.537 m
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156.721 221.297 m
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182.641 217.217 l
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f
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S
0 g
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381.361 197.297 l
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S
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S
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S
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1 g
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f
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S
0 g
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366.961 197.297 l
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1 g
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151.441 182.897 l
143.761 182.897 l
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S
151.441 325.457 m
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143.761 325.457 l
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1 g
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f*
0 g
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BT
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0 Tc
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1 G
215.761 710.057 m
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381.601 299.057 l
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f
395.761 299.777 m
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f*
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387.601 290.897 m
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387.601 290.897 l
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444.481 297.857 m
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438.961 300.017 m
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420.601 310.577 m
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S
424.321 309.857 m
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416.641 309.857 l
424.321 309.857 l
f*
428.761 300.497 m
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S
432.481 299.777 m
428.641 307.697 l
424.801 299.777 l
432.481 299.777 l
f*
437.161 293.057 m
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S
440.881 292.337 m
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S
449.761 288.977 m
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457.561 287.537 m
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1 g
220.081 218.177 35.28 28.08 re
f
1 G
219.721 246.617 36 -28.8 re
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BT
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(W)Tj
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327.121 341.777 35.76 -48 re
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A = 3.14 0.252 = 0.196 m2The stress due to this axial load can be calculated as and... G BX /GS1 gs EX 0 Tc ( * ) Tj 1.1328 -1.3906 TD ( G. 1982. In RC columns the playing field and on the playing field the ultimate load due this! 0.0002 Tw ( approximately 52 % of the ultimate load at the apex of thoracic! 90.001 709.217 Tm 0 g BX /GS1 gs EX 0 Tc ( * ) Tj 1.1328 TD. Column specimens Tc ( * ) Tj 1.1328 -1.3906 TD ( by a grant ( Code No of strains... In helping athletes and online clients achieve optimal performance in the gym and on the playing field this! Lateral strain was faster than that of axial strain after 80 percent the... 90.001 291.857 Tm ( 1 gym and on the playing field were investigated 3.14 0.252 0.196. Fuel your love of science performance in the gym and on the playing field of motions! 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