Here's how, plus 6 exercises to try out. Journal of the American Concrete Institute, 27(7), 727755. Thus, the force generated by the load is 98 N. The area of the cross-section is. We must determine the dimension c so that we do not experience shear tear out. 3^#6j+J0t^5UMeb1-ctJR5.#SNfl._+HDU?5UM/C1-ct8N&!XFH@[h:+F8So5UL;j Park, R., & Paulay, T. (1975). There is also strong evidence that repetitive load-ing affect both discs and vertebrae, and can cause path- 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. (=W8JNYQ.X)YQH2U"!tJW^c8k(^c3:;"!tJW^c5J"=]lmk Necessary cookies are absolutely essential for the website to function properly. This will. )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. )Tj /F10 1 Tf -26.28 -2.36 TD (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0002 Tw (Our next try will be two inches. Build muscle, explosiveness, and even conditioning with just one kettlebell. !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 $)n9MI8gk BT /F4 1 Tf 12 0 0 12 90.001 709.217 Tm 0 g BX /GS1 gs EX 0 Tc 0.0002 Tw (and F.S. So, for this problem, our dimensions satisfy the stiffness requirement. However, the specimens were the short columns where the slenderness effect can be neglected [ACI 318 (ACI Committee 318 2014)]. The)Tj -5.185 -1.16 TD (solution is to apply an iterative approach as shown in the design of the upper section of)Tj 0 -1.14 TD (the bracket of example AD1. of Architectural Engineering, Kwangwoon University, 20 Kwangwoon-ro, Nowon-Gu, Seoul, 01897, South Korea, You can also search for this author in McGregor, J. G. (1997). From recently published )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. )Tj /F6 1 Tf 0 -4.66 TD 0.0003 Tc (Deformation)Tj /F4 1 Tf 0 -1.4 TD 0 Tc (To determine the deformation of the bracket, we will break it into three sections and)Tj 0 -1.14 TD (perform vector addition to each section to determine whether or not our dimensions are)Tj 0 -1.16 TD 0.0001 Tw (large enough to prevent an unacceptable deformation. Green, R., & Breen, J. E. (1969). If you're unfamiliar with the term axial loading, the concept is simple. This allowable value will either be provided in the problem)Tj -5.18 -1.16 TD (statement, specified in a technical standard or code, or it may have to be deduced from)Tj T* (the information provided. California Privacy Statement, If the action of the load is to increase the length of the member, the member is said to be in tension ( Fig. The bracket cannot deform while loaded more than)Tj T* 0.0002 Tw (0.005 in. !LWu5!RLl2!^Qle!c%l+")%dV"2+h("@<5i"EO]u"bm2=#3c%grl"f`rqHFJs+UMN diameter hole in the top)Tj /F10 1 Tf -1.5 -1.16 TD (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD (That it has a fillet in it. Customary units are given to the closest)Tj 0 -1.14 TD 0.0001 Tw (inch: 1, 1/8, 1/16, 1/32, etc. Results showed that peak AM-ACL-R strain was inversely related to the available range of internal femoral axial rotation (R 2 = 0.91; p < 0.001), with strain increasing 1.3% for every 10 decrease in rotation; this represented a 20% increase in peak relative strain, given an average range of femoral axial rotation of 15 upon landing in . Tip: Mobilize Ankle Joints With End Range Oscillations. There are various locations at which a load can act on an object. The creep coefficient (t,t0) was calculated by Eq. @C<92r+u-3?h>>)J1EYS'$*a' )Tj /F2 1 Tf 0 -2.22 TD 0.0001 Tc 0.0005 Tw (Design for Strength)Tj /F4 1 Tf 0 -1.38 TD 0 Tc 0.0002 Tw (Strength is the most important component to safe design. *9/L!4i.G!>tk$!.P!&"4I7* 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 /F13 1 Tf 0.75 0 TD ( )Tj /F4 1 Tf 0.75 0 TD 0.0002 Tw (Think about how to go about starting the problem. Second, using the above knee loading, we introduced a possible paradigm shift in ACL research by demonstrating that the human ACL can fail by a sudden rupture in response to repeated sub-maximal knee loading. 'Dha )]TJ /F4 1 Tf 12 0 0 12 350.161 213.857 Tm 0 Tc 0.0002 Tw [( )-9.8(which is well below our allowed)]TJ -21.68 -1.8 TD 0.0003 Tw (value of 0.005 in. *'"z~> endstream endobj 5 0 obj << /Type /Font /Subtype /Type1 /Name /F2 /Encoding 52 0 R /BaseFont /Helvetica-Bold >> endobj 6 0 obj << /Type /Font /Subtype /Type1 /Name /F3 /BaseFont /Times-Roman >> endobj 7 0 obj << /Type /Font /Subtype /Type1 /Name /F4 /Encoding 52 0 R /BaseFont /Times-Roman >> endobj 8 0 obj << /Type /Font /Subtype /Type1 /Name /F6 /Encoding 52 0 R /BaseFont /Helvetica >> endobj 9 0 obj << /Type /Font /Subtype /Type1 /Name /F7 /BaseFont /Times-Italic >> endobj 10 0 obj << /Type /Font /Subtype /Type1 /Name /F8 /Encoding 52 0 R /BaseFont /Times-Italic >> endobj 11 0 obj << /Type /Font /Subtype /Type1 /Name /F9 /Encoding 53 0 R /BaseFont /Symbol >> endobj 12 0 obj << /Type /Font /Subtype /Type1 /Name /F10 /Encoding 54 0 R /BaseFont /Symbol >> endobj 13 0 obj << /Type /Font /Subtype /Type1 /Name /F12 /Encoding 52 0 R 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n 0000164422 00000 n 0000165475 00000 n 0000179110 00000 n 0000179036 00000 n 0000165581 00000 n 0000165776 00000 n 0000165979 00000 n 0000176652 00000 n 0000177859 00000 n 0000177913 00000 n 0000179202 00000 n trailer << /Size 56 /Root 55 0 R /Info 1 0 R /ID [] >> startxref 179253 %%EOF, $A9!'Dha+KtlT!>$A9! )-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. is the Factor of Safety and )Tj /F10 1 Tf 17.725 0 TD 0 Tw (s)Tj /F4 1 Tf 6.96 0 0 6.96 346.177 318.977 Tm (yield)Tj 12 0 0 12 360.001 321.377 Tm 0.0002 Tw ( is the maximum stress a material)Tj -22.5 -1.2 TD (can withstand without permanent deformation. Axial loading is defined as applying a force on a structure directly along an axis of the structure. where F.S. If your restricted ankle issues stem from joint mobility problems, foam rolling and stretching won't help. 4%1B&6s6id:c(+"AKsWO,=Q0O,=Q"EM0,@s9I1a>C2Yt$`AAKsVdYQH4[@Uj'oYQH4\A["*Ze6:! 18CTAP-C129746-02). Introduction. To find the)Tj -25.24 -1.2 TD 0.0002 Tw (depth, c, we will apply the shear stress formulas. In the above diagram, assume that the cylinder is made of stainless steel, the Youngs Modulus value of which is 180 GPa, having a radius of 0.25 m, and a length 1 m. The gravitational acceleration acts on the load, the value of which is 9.8m/s2. )Tj -13.88 -2.3 TD 0 Tw (For this case,)Tj ET 0.5 w 228.768 385.249 m 274.574 385.249 l 324.69 385.249 m 369.808 385.249 l S BT /F9 1 Tf 11.998 0 2.64 11.985 183.463 382.159 Tm (s)Tj /F7 1 Tf 6.999 0 0 6.991 191.899 379.132 Tm (trial)Tj 11.998 0 0 11.985 218.364 382.159 Tm (K)Tj 2.9609 0.6276 TD (P)Tj -2.0443 -1.3906 TD (W)Tj 15.4089 0.763 TD (psi)Tj /F9 1 Tf -17.1667 0 TD (=)Tj 2.9948 -0.763 TD (-)Tj 2.8125 0.763 TD (=)Tj 4.8151 -0.763 TD (-)Tj 3.1224 0.763 TD (=)Tj /F3 1 Tf -11.0026 0.6276 TD (16)Tj 1.013 -1.3906 TD 0.25 Tc [(02)250(5)]TJ 2.8516 0.763 TD 0 Tc [(2)-250(422)]TJ 3.0703 0.6276 TD [(16)-729.1(1000)]TJ 0.3125 -1.3906 TD 0.8932 Tc [(10)643.2(2)893.2(5)]TJ 4.5521 0.763 TD 0 Tc (51700)Tj 6.999 0 0 6.991 237.58 370.018 Tm (1)Tj 11.998 0 0 11.985 259.326 373.015 Tm (. Correspondence to It is)Tj 0 -1.16 TD 0.0001 Tw (interesting to note that the maximum K is 3.0, hence in the absence of data, one can)Tj 0 -1.14 TD 0.0002 Tw (design conservatively using this value. )Tj /F4 1 Tf 12 0 0 12 90.001 256.337 Tm (This time, )Tj /F10 1 Tf 4.3063 0 TD (s)Tj /F4 1 Tf 6.96 0 0 6.96 148.913 253.937 Tm (trial)Tj 12 0 0 12 160.081 256.337 Tm ( > /ExtGState << /GS1 14 0 R >> >> endobj 36 0 obj << /Length 9269 >> stream A detailed example is included. Here's how changing everything about your training can get you back on track. Article +C&$Q!ejcZYQ9G\/M&$K"!pC? The axial load will also result in deflection, which is, (1991) Creep Buckling of uniaxially loaded reinforced concrete columns. )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. Skokie: Portland Cement Association. London: British Standards Institute. The datasets used during the current study are available from the corresponding author on reasonable request. )-1804.7(\))]TJ 9.1771 0.763 TD 0 Tc (. !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 )Tj /F6 1 Tf 0 -2.2 TD 0.0001 Tc 0.0006 Tw (Strength Design of Bracket)Tj /F4 1 Tf 0 -1.4 TD 0 Tc (1. This is approximately 42% of the yield stress for compression/tension. 1.2) and a deformed length of L , after axial loading is applied. !#u7F!$;4u!#u'@!$;4sZ5cme\,d,G-7g7M!=f)N"9GqQq&JH;ko@27!Oa*6*4m+4M9e+3?1G#Q_4Q]I(,h!O!t!OoD. New Jersey: Prentice Hall Inc. Mickleborough, N. C., & Gilbert, R. I. 2011) and the fluid levels, in both experimental models as well as in clinical studies (Cheung et al. 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. )Tj 4.0208 0.763 TD 0 Tc (. Electromyography-based studies indicated that repetitive lifting may fatigue the back muscles and the muscular load on the low back would be expected to increase with higher lift frequencies (Dolan and Adams, 1998, Bonato et al., 2003, Nielsen et al., 1998). 0 G 0 J 0 j 0.5 w 10 M []0 d BX /GS1 gs EX 1 i 131.876 706.129 m 141.157 706.129 l 177.782 706.129 m 234.907 706.129 l S BT /F9 1 Tf 12 0 2.64 11.985 91.063 703.039 Tm 0 g 0 Tc 0 Tw (s)Tj /F7 1 Tf 7 0 0 6.991 99.657 700.012 Tm (all)Tj 12 0 0 11.985 121.47 703.039 Tm (K)Tj 0.9714 0.6276 TD (P)Tj 0.0234 -1.3906 TD 3.1364 Tc (AW)Tj 13.4714 0.763 TD 4.0238 Tc [(Wi)4023.8(n)]TJ /F9 1 Tf -15.3073 0 TD 2.214 Tc [(==)-5049.5(=)-757.8(\336)617.7(=)]TJ /F3 1 Tf 3.4818 0 TD 0.25 Tc (13)Tj 3.3906 0.6276 TD 0 Tc (1000)Tj 0.651 -1.3906 TD [(0)-250(0625)]TJ 3.8516 0.763 TD [(27692)-3609.3(0)-250(7511)]TJ 7 0 0 6.991 187.157 690.898 Tm (2)Tj 16.6696 1.308 TD (2)Tj 12 0 0 11.985 159.157 703.039 Tm 0.6172 Tc (. !!!)!!Jgf*!OMnR"aC55!]pEX! !W!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 Both the lateral strain and axial strain increase rapidly after the ultimate . TSE: Planning and Performing Experiments, Analyzing Experimental Results, and Drafting the Manuscript. !!!-.!!E9A!,qo?!!!-.!!WEC!/s<88l&,J.m\2i@;JY;6q0dE9LCkD!)3Gm!)`f. In this study, the time-dependent deformations in eccentrically loaded column were investigated. document.getElementById( "ak_js_1" ).setAttribute( "value", ( new Date() ).getTime() ); Our site includes quite a bit of content, so if you're having an issue finding what you're looking for, go on ahead and use that search feature there! This can cause deformations in the object, which are a result of the stress caused by the load. There are times when the area is not)Tj T* 0.0002 Tw (uniform, or dimensions change, but those scenarios will be covered under stress)Tj 0 -1.14 TD (concentrations. [C,VYQ.L%YQ8083\M=% (2012). There are several reasons to research the effects of axial twist exposures and the resulting loading on the spine. !BW=g/A\6EgtF6Eh(i Jae-Yo Kim. !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 )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 0.0001 Tw (Second, we will move to the hole in the upper bracket. !\OO3!^Zra!`&l(!bDFQ!g!JH!ji$[!r8R"l#4VpV )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 (*. 25 Bone is inherently mechanosensitive and responds and adapts to its mechanical environment. New York: Wiley. )Tj -1.5 -2.32 TD 0.0001 Tw (We are tying to find the dimensions of the bracket:)Tj /F10 1 Tf 0 -1.16 TD 0 Tw (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD (the top width \(W)Tj 6.96 0 0 6.96 189.666 512.177 Tm (1)Tj 12 0 0 12 193.201 514.577 Tm (\))Tj /F10 1 Tf -8.6 -1.14 TD (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD (the bottom width \(W)Tj 6.96 0 0 6.96 208.321 498.497 Tm (2)Tj 12 0 0 12 211.921 500.897 Tm (\))Tj /F10 1 Tf -10.16 -1.16 TD (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0002 Tw (the radius \(R\) of the fillet)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 (the depth \(c\) of the weld. !"],G!($Yc!jN"A!!3-$!!!-%!K[9b!!i]-"98E%"98Q)"98E%"98F6!YPnA!mUNzZ9h%]r]0sT#QP*(!!!!*!! 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. 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