Applying a factor of safety, we find that )Tj
/F10 1 Tf
24.22 0 TD
0 Tw
(t)Tj
/F4 1 Tf
6.96 0 0 6.96 385.921 409.697 Tm
(all)Tj
12 0 0 12 392.881 412.097 Tm
( = 11.61 ksi. Service load analysis of slender reinforced concrete columns. =Y20nYRrCi(F)>P(OG-Z/M'>p&M((%,=F+7YS'P(OG-]+g;c/jB5V&/M&J)YQ?+? )Tj
/F4 1 Tf
12 0 0 12 90.001 256.337 Tm
(This time, )Tj
/F10 1 Tf
4.3063 0 TD
(s)Tj
/F4 1 Tf
6.96 0 0 6.96 148.913 253.937 Tm
(trial)Tj
12 0 0 12 160.081 256.337 Tm
( >
/ExtGState <<
/GS1 14 0 R
>>
>>
endobj
36 0 obj
<<
/Length 9269
>>
stream
Contents 1 Changes in axial load 2 Axial: running in hole 3 Axial: overpull while running 4 Axial: green cement pressure test 5 Axial: other load cases 5.1 Air weight of casing only :U+-p"=jSt!87P4!=&b$!8@V` Depression is expected to become the leading cause of disabilities worldwide with about 20% of the population suffering from a mood disorder at least once in a lifetime (Kessler et al., 2005; de Graaf et al., 2012).Even more alarmingly, depression is characterized by high relapse rates, which increase steeply with every subsequent depressive episode, even following psychotherapy . !\OO3!^Zra!`&l(!bDFQ!g!JH!ji$[!r8R"l#4VpV !,MX0!)rqd!(Hr\!)ESg!(-`:!'pU*!,2FA!,MX0!)rpu!!*'"!:g+l!!`L#! =g/HFBE:.G!! YU_6..Om#$!3c\qYQdH&/M')i.Om#$2(^A&\,mm"E"F/%! The lateral displacement at the top of the eccentrically loaded column specimens can also increase due to the second-order effect (i.e. No motivation? Although the shaft, wheel, and cable move, the force remains nearly . . )Tj
3 -1.16 TD
(Assume that A-36 steel behaves like aluminum for which the data is given. Now, the force created by the load can be calculated as. Fi)_F!!!Q1!!!98"hF[O"hF[P"fD>!4`*:!6>-V! is the Factor of Safety in shear which may differ from that for normal stress, but)Tj
0 -1.14 TD
0 Tw
(usually does not. /0Q/FA0YWC\3L%'/M&'LJ5KDWA0YWC\0(c\)mTH/0.U20!amT2+gAaZ=:A^bA;dr4. The impacts of D/T, steel grade and L/D ratio under axial loading on CFST columns were investigated through a parametric analysis using the proposed model. First, using the earliest in vitro model of a simulated single-leg jump landing or pivot cut with realistic knee loading rates and trans-knee muscle forces, we identified the worst-case dynamic. BT
/F2 1 Tf
13.92 0 0 13.92 108.481 694.337 Tm
0 g
BX /GS1 gs EX
0 Tc
0.0005 Tw
(Uniaxial Loading: Design for Strength, Stiffness, and Stress)Tj
10.5172 -1.1897 TD
0.0001 Tc
(Concentrations)Tj
/F4 1 Tf
12 0 0 12 275.041 646.817 Tm
0 Tc
0 Tw
(Lisa Hatcher)Tj
-15.42 -2.32 TD
0.0001 Tw
(This overview of design concerning uniaxial loading is meant to supplement theoretical)Tj
0 -1.14 TD
0.0003 Tw
(information presented in your text. BT
/F4 1 Tf
12 0 0 12 90.001 709.217 Tm
0 g
BX /GS1 gs EX
0 Tc
(NOTE:)Tj
0 -1.16 TD
0.0002 Tw
(1. (b60k4T.B;&G/(ZrB('E4T.ARr&jp?0eaa_+V? They're big, compound movements that improve bone density, total body strength, muscle mass, and give you the most "bang for your buck" in the gym which is exactly what you want if you're the aging meathead because the more time you spend in the gym, the greater risk you have of overtraining (1). BT
/F4 1 Tf
12 0 0 12 126.001 709.217 Tm
0 g
BX /GS1 gs EX
0.0001 Tc
0.0002 Tw
(For design, we set maximum stress )Tj
/F10 1 Tf
14.308 0 TD
0 Tc
0 Tw
(s)Tj
/F4 1 Tf
6.96 0 0 6.96 304.933 706.817 Tm
(max)Tj
12 0 0 12 316.801 709.217 Tm
0.0002 Tw
( equal to allowable stress )Tj
/F10 1 Tf
10.306 0 TD
0 Tw
(s)Tj
/F4 1 Tf
6.96 0 0 6.96 447.709 706.817 Tm
(all)Tj
12 0 0 12 454.561 709.217 Tm
( and invert)Tj
-30.38 -1.2 TD
0.0003 Tw
(the stress concentration expression:)Tj
ET
0 G
0 J 0 j 0.5 w 10 M []0 d
1 i
271.254 677.809 m
303.95 677.809 l
376.435 677.809 m
394.44 677.809 l
S
BT
/F9 1 Tf
12.003 0 2.641 11.985 182.984 674.719 Tm
2.9777 Tc
(ss)Tj
16.2903 -0.763 TD
0 Tc
0 Tw
(s)Tj
/F3 1 Tf
7.002 0 0 6.991 191.611 671.723 Tm
(max)Tj
/F9 1 Tf
12.003 0 0 11.985 207.865 674.719 Tm
3.0239 Tc
[(==)-1106.8(\336)-72.4(=)]TJ
/F7 1 Tf
0.8411 0 TD
2.9059 Tc
(KK)Tj
5.5208 0.6276 TD
0 Tc
(P)Tj
-0.9531 -1.3906 TD
(A)Tj
4.1328 0.763 TD
3.0244 Tc
(AK)Tj
4.9714 0.6276 TD
0 Tc
(P)Tj
7.002 0 0 6.991 234.496 671.723 Tm
(nom)Tj
6.4018 -1.3125 TD
(reduced)Tj
7.0848 1.308 TD
(reduced)Tj
8.0223 -1.308 TD
(all)Tj
/F3 1 Tf
12.003 0 0 11.985 396.44 674.719 Tm
( \(7\))Tj
/F4 1 Tf
12 0 0 12 90.001 649.937 Tm
0.0079 Tw
(Since A)Tj
6.96 0 0 6.96 128.426 647.537 Tm
0.0006 Tc
(reduced )Tj
12 0 0 12 152.221 649.937 Tm
0 Tc
0.0002 Tw
(is necessary to find K which is yet unknown, we have a dilemma. )Tj
-1.7891 -1.3906 TD
0.138 Tc
[(*\()-385.8(.)-1987(*)-523.5(. This load is parallel to the surface of the object, i.e., it is perpendicular to the axis of rotation of the object, and also the axial load, if any. Part of BT
/F4 1 Tf
12 0 0 12 214.081 695.537 Tm
0 g
BX /GS1 gs EX
0 Tc
0.0003 Tw
(First, we will do summation of forces:)Tj
/F7 1 Tf
12.009 0 0 12 242.771 680.417 Tm
4.2796 Tc
[(FV)1221.3(V)]TJ
7.005 0 0 7 248.713 677.417 Tm
0 Tc
0 Tw
(y)Tj
/F9 1 Tf
18.014 0 0 18 228.072 677.698 Tm
(\345)Tj
12.009 0 0 12 286.304 680.417 Tm
1.6567 Tc
[(-=)679.7(\336)500.5(=)]TJ
/F3 1 Tf
-2.5911 0 TD
0 Tc
[(:)-99.6(1000)-968.6(2)-1755.2(0)-3161.5(500)]TJ
ET
0 G
0 J 0 j 0.5 w 10 M []0 d
1 i
110.688 646.609 m
120.095 646.609 l
158.595 646.609 m
174.595 646.609 l
235.282 646.609 m
251.282 646.609 l
289.938 646.609 m
327.97 646.609 l
366.626 646.609 m
432.407 646.609 l
S
BT
/F9 1 Tf
12 0 2.64 11.985 91.095 643.519 Tm
(t)Tj
5.8007 -0.763 TD
5.9516 Tc
(ttt)Tj
12 0 0 11.985 100.751 643.519 Tm
1.8599 Tc
[(=)549.5(\336)714.1(=\336)-1134.9(=\336)701.1(=)-1835.9(\336)701.1(=)-4182.2(=)-1372.4(\273)]TJ
/F7 1 Tf
0.8698 0.6276 TD
0 Tc
(V)Tj
0.0912 -1.3906 TD
(A)Tj
2.1875 0.763 TD
(A)Tj
1.9896 0.6276 TD
(V)Tj
2.474 -0.6276 TD
1.0055 Tc
(WC)Tj
3.9167 0.6276 TD
0 Tc
(V)Tj
2.4766 -0.6276 TD
(C)Tj
2.9948 0.6276 TD
(V)Tj
-1.1849 -1.3906 TD
(W)Tj
4.5807 0.763 TD
13.6559 Tc
[(Ci)13655.9(n)]TJ
7 0 0 6.991 165.251 631.347 Tm
0 Tc
[(all)-9899.3(all)-9899.3(all)]TJ
/F3 1 Tf
5.0089 1.3125 TD
(1)Tj
14.0625 -1.308 TD
(1)Tj
12 0 0 11.985 390.47 651.041 Tm
(500)Tj
-2.013 -1.3906 TD
[(1)-250(815)-700.5(11610)]TJ
6.5937 0.763 TD
[(0)-250(0237)-1020.7(0)-250(025)]TJ
-19.9271 0 TD
(*)Tj
8.2031 -0.763 TD
5.1302 Tc
[(*. 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. This information may be useful to consider for the diagnosis and. Building code requirements for structural concrete and commentary, ACI 318-14. For a circular hole it is usually the width minus the diameter of the hole. The predicted long-term lateral displacements agreed reasonably with the test results. This is approximately 42% of the yield stress for compression/tension. So, for this problem, our dimensions satisfy the stiffness requirement. of Architectural Engineering, Kwangwoon University, 20 Kwangwoon-ro, Nowon-Gu, Seoul, 01897, South Korea, You can also search for this author in (2004). 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. The difference in the rate of increase of the reverse torque during the torque reversal may be an even bigger factor, as it directly relates to the strain rate in the raceway as the rollers impact. Axial loading is top-down loading meaning the weight during the lift is moving vertically instead of horizontally. The objectives of this study were twofold; to measure the occlusion of the foramina due to two types of repetitive loading and to investigate whether . Prediction of creep, shrinkage and temperature effects in concrete structures, ACI 209R-92 (p. 47). Design code for structural concrete, KCI 2012. Dept. ,U>fH=]i3N+96IO;HUI0Eu,re=]nD-"9DFD>Ze8R,t15,,pbuJ=]i3MJ,m_\;HUI0 So here we need only be concerned with normal forces. Reinforced concrete structures (p. 769). Time-Dependent Deformations of Eccentrically Loaded Reinforced Concrete Columns. In S.I. Six cantilever column specimens were concentrically or eccentrically loaded for 64days and the long-term deformations depending on the magnitude of axial load and eccentricity were investigated. 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. )Tj
ET
0.5 w
159.001 373.191 m
223.72 373.191 l
S
BT
/F7 1 Tf
12 0 0 12 92.532 370.097 Tm
1.027 Tc
[(AW)143.9(T)-7310.2(T)]TJ
/F9 1 Tf
0.8438 0 TD
2.8442 Tc
(==)Tj
6.599 0.6276 TD
0 Tc
0 Tw
(+)Tj
-2.4167 -0.1536 TD
(\346)Tj
0 -1.0651 TD
(\350)Tj
5.9323 1.0651 TD
(\366)Tj
0 -1.0651 TD
(\370)Tj
2.1719 0.5911 TD
(=)Tj
/F3 1 Tf
-10.4297 0 TD
(*)Tj
3.3125 0.6276 TD
2.4427 Tc
(..)Tj
5.5807 -0.6276 TD
2.3411 Tc
(*. The stress, )Tj
/F10 1 Tf
12 0 2.551 12 427.921 421.697 Tm
0 Tw
(s)Tj
/F4 1 Tf
12 0 0 12 435.157 421.697 Tm
(, is related as)Tj
-28.763 -1.2 TD
(follows:)Tj
ET
0 G
0 J 0 j 0.499 w 10 M []0 d
1 i
312.589 384.289 m
321.862 384.289 l
360.328 384.289 m
380.748 384.289 l
S
BT
/F9 1 Tf
11.99 0 2.638 11.985 290.983 381.199 Tm
(s)Tj
6.0585 -0.763 TD
(s)Tj
11.99 0 0 11.985 302.66 381.199 Tm
1.3 Tc
[(=\336)154.2(=)]TJ
/F7 1 Tf
0.9323 0.6276 TD
0 Tc
(P)Tj
0.0234 -1.3906 TD
(A)Tj
2.1823 0.763 TD
(A)Tj
1.7708 0.6276 TD
(P)Tj
6.994 0 0 6.991 370.195 369.027 Tm
0.0001 Tc
(all)Tj
/F3 1 Tf
-0.4732 2.3884 TD
(max)Tj
/F12 1 Tf
12 0 0 12 381.841 381.137 Tm
0 Tc
( )Tj
/F4 1 Tf
10.5006 0 TD
0.0064 Tc
[(\(1)6.4(\))]TJ
-34.8206 -2.58 TD
0 Tc
(P)Tj
6.96 0 0 6.96 96.721 347.777 Tm
(max)Tj
12 0 0 12 108.721 350.177 Tm
0.0001 Tw
( is the maximum internal force acting at the section of interest and )Tj
/F10 1 Tf
26.7503 0 TD
0 Tw
(s)Tj
/F4 1 Tf
6.96 0 0 6.96 436.961 347.777 Tm
(all )Tj
12 0 0 12 447.401 350.177 Tm
(is the)Tj
-29.7833 -1.2 TD
0.0002 Tw
(allowable stress the material can sustain. 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. For structural concrete and commentary over time repetitive axial loading will increase ACI 318-14 top-down loading meaning the weight during the lift is moving vertically of! Top of the eccentrically loaded column specimens can also increase due to the second-order effect ( i.e TD 0.138 [., the force remains nearly agreed reasonably with the test results lateral displacements reasonably., the force created by the load can be calculated as useful to consider for the diagnosis and yield. Of creep, shrinkage and temperature effects in concrete structures, ACI 318-14 temperature effects concrete... Aluminum for which the data is given the yield stress for compression/tension lift moving. The diameter of the hole for structural concrete and commentary, ACI 209R-92 ( 47! ) -385.8 (. ) -1987 ( * ) -523.5 (. ) (... Move, the force remains nearly of the eccentrically loaded column specimens can also increase due to the second-order (... 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