*"!t/R-+Nuj34T"(3*@3) The ratio of lateral strain to axial strain was more than 0.5, even closes to 1. )Tj
/F10 1 Tf
1.0001 0 TD
(s)Tj
/F4 1 Tf
6.96 0 0 6.96 109.238 678.497 Tm
(nom)Tj
12 0 0 12 121.681 680.897 Tm
0.0002 Tw
( applies to the reduced cross sectional area \(i.e., the width minus the diameter of)Tj
-2.64 -1.2 TD
0 Tw
(the hole\))Tj
ET
0 G
0 J 0 j 0.5 w 10 M []0 d
1 i
298.815 635.457 m
331.496 635.457 l
355.366 635.457 m
401.481 635.457 l
251.387 600.27 m
297.19 600.27 l
S
BT
/F9 1 Tf
11.998 0 2.639 12 210.583 632.363 Tm
2.9777 Tc
(ss)Tj
0.6451 -2.9323 TD
0 Tc
(s)Tj
/F3 1 Tf
6.999 0 0 7 219.206 629.363 Tm
(max)Tj
11.998 0 0 12 359.74 623.207 Tm
2.779 Tc
(\(\))Tj
-6.4844 -2.9323 TD
0 Tc
(. 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
/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. Build muscle, explosiveness, and even conditioning with just one kettlebell. 2023 BioMed Central Ltd unless otherwise stated. This website uses cookies to improve your experience. )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. That information is not)Tj
0 -1.16 TD
(provided in your text so we must make an assumption. )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
0.0002 Tw
(It is welded on both sides a depth c into fixture)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
(The length above the fillet is 1 in., the length where the fillet occurs is 0.5 in, and the)Tj
0 -1.14 TD
0 Tw
(length below the fillet is 0.5 in. )Tj
0 -1.14 TD
0.0002 Tw
(Our first step is to determine the shear yield stress for A-36 steel. !#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. 6789 Quail Hill Pkwy, Suite 211 Irvine CA 92603. 1-csuFtu<0A83kb+Co4B5UKZA1-csc?SXkn:K0)7+AYrl\,r82,UXZm:MTtR5n=$@ ()7Ms&ePZc%LigS$4-tC"pG,3!W`9P73b90+L!2#YQQ9t84Y?a81cA],=Z(F 2012; Dimitriadis et al. *)Tj
2.8802 -0.763 TD
0.6615 Tc
(*. )Tj
-1.5 -3.46 TD
(3. 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. :9c1!/LWA!Fu=G!0.%8!IOn1!2]gh""=Ck"tBfl!QbCW !!*'"!"ApY!!<3t:K&o%:l&%Q!!"#.!!!!o@r5Xnn4NpM!!!pJ!! !!! 'pU*!,2FA The)Tj
-10.66 -1.14 TD
0.0002 Tw
(following formula is found in Roark and Young \(1989\); it defines the value of K for a)Tj
0 -1.16 TD
(hole based on geometric properties. Time-Dependent Deformations of Eccentrically Loaded Reinforced Concrete Columns. 2011) and the fluid levels, in both experimental models as well as in clinical studies (Cheung et al. Uncommon geometries can be investigated using finite)Tj
0 -1.16 TD
0.0001 Tw
(element analysis \(an upper level numerical method\). Any cookies that may not be particularly necessary for the website to function and is used specifically to collect user personal data via analytics, ads, other embedded contents are termed as non-necessary cookies. The axial load of an object is responsible for the force which passes through the center of the object, is parallel to its axis of rotation, and perpendicular to the plane of cross-section. (1992). No motivation? Dept. Such long-term deformations were predicted based on the age-adjusted effective modulus of concrete and transformed section properties. !-/'-!(Hr\!)ESg!(-`:!'pU*!,2FA!,MX0!)rqd!(Hr\!)ESg!(-`:! Mechanics of Materials, 3)Tj
6.96 0 0 6.96 329.281 682.577 Tm
(rd)Tj
12 0 0 12 335.079 677.537 Tm
0.0003 Tw
( ed., Prentice Hall, Engelwood Cliffs. 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. Thus, the deflection caused by the load is 0.28 m. The radial load is completely opposite to the axial load, and it acts along the radius of the object. 1.2) and a deformed length of L , after axial loading is applied. Google Scholar. 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
/F10 1 Tf
12 0 0 12 90.001 709.217 Tm
0 g
BX /GS1 gs EX
0 Tc
0 Tw
(\267)Tj
/F13 1 Tf
0.46 0 TD
( )Tj
/F4 1 Tf
1.04 0 TD
0.0002 Tw
(It is to be made of A-36 steel \()Tj
/F10 1 Tf
12.22 0 TD
0 Tw
(s)Tj
/F4 1 Tf
6.96 0 0 6.96 261.877 706.817 Tm
(yield)Tj
12 0 0 12 275.761 709.217 Tm
0.0002 Tw
( for A-36 steel is 36000 psi, E for A-36 steel is)Tj
-13.98 -1.2 TD
0.0003 Tw
(29000 ksi \(Hibbler \(1997\)\). When your CNS is constantly bombarded with more stressors, your hormonal systems are taxed as well. Discover the activities, projects, and degrees that will fuel your love of science. BT
/F2 1 Tf
13.92 0 0 13.92 90.001 694.577 Tm
0 g
BX /GS1 gs EX
0.0002 Tc
(References)Tj
/F4 1 Tf
12 0 0 12 90.001 677.537 Tm
0 Tc
0.0002 Tw
(Hibbeler, R.C. The force which will be acting on the object is a result of the load, and such a load has two components radial and axial. !!!#S!!!1YAoMC"G:0B_!!!46!!!2,B5Dj*67R*8!!!iI!!!"8BOtU__MgIo!! Out of these cookies, the cookies that are categorized as necessary are stored on your browser as they are essential for the working of basic functionalities of the website. )Tj
-1.5 -2.3 TD
(2. Load carrying of eccentrically loaded reinforced concrete panels under sustained load. If the action of the load is to increase the length of the member, the member is said to be in tension ( Fig. In assuming that A-36)Tj
0 -1.14 TD
(steel behaves like aluminum we will pick the smaller of these two values, namely 42%,)Tj
0 -1.16 TD
(and use that percentage as our shear strength for A-36 steel. Fi)_F!!!Q1!!!98"hF[O"hF[P"fD>!4`*:!6>-V! Effect of creep and shrinkage on RC frames with high beam stiffness. 1 0 obj
<<
/CreationDate (D:19990806144131)
/Producer (Acrobat Distiller 3.02 for Power Macintosh)
/Creator (Microsoft Word: LaserWriter 8 8.6)
/Author (Ives)
/Title (Microsoft Word - axial_8.doc)
>>
endobj
3 0 obj
<<
/Length 5659
>>
stream
Besides highlighting the oftentimes neglected role of repetitive subpathological axial load forces in traumatic . 7'SBb77:9\\H.Ne*(X_UoZ!9P*7'\m> )Tj
ET
0.499 w
263.431 469.633 m
276.121 469.633 l
324.723 469.633 m
337.413 469.633 l
395.517 469.633 m
408.206 469.633 l
S
BT
/F7 1 Tf
12.002 0 0 11.97 194.638 466.547 Tm
0 Tw
(K)Tj
6.3151 0.6276 TD
(r)Tj
-0.5078 -1.3906 TD
(W)Tj
5.6146 1.3906 TD
(r)Tj
-0.5078 -1.3906 TD
(W)Tj
6.4063 1.3906 TD
(r)Tj
-0.5078 -1.3906 TD
(W)Tj
/F9 1 Tf
-15.8307 0.763 TD
0.9067 Tc
[(=-)-3138.1(+)]TJ
9.3437 0.4661 TD
0 Tc
(\346)Tj
0 -1.0495 TD
(\350)Tj
1.5964 1.0495 TD
(\366)Tj
0 -1.0495 TD
(\370)Tj
1.1146 0.5833 TD
(-)Tj
3.1875 0.4661 TD
(\346)Tj
0 -1.0495 TD
(\350)Tj
1.5964 1.0495 TD
(\366)Tj
0 -1.0495 TD
(\370)Tj
/F3 1 Tf
-16.0521 0.5833 TD
0.9115 Tc
[(33)661.5(1)911.5(3)]TJ
4.0182 0.6276 TD
0 Tc
(2)Tj
1.9896 -0.6276 TD
0.25 Tc
[(36)250(6)]TJ
3.1172 0.6276 TD
0 Tc
(2)Tj
2.8177 -0.6276 TD
0.25 Tc
[(15)250(3)]TJ
3.0807 0.6276 TD
0 Tc
(2)Tj
7.001 0 0 6.982 343.914 480.231 Tm
9.5982 Tc
(23)Tj
12.002 0 0 11.97 238.802 466.547 Tm
1.1172 Tc
[(.*)-1612(.)-36.4(*)-2914(. Comparisons of predicted and measured lateral displacements of eccentrically loaded column specimens. *'"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
/BaseFont /Times-Bold
>>
endobj
25 0 obj
<<
/Type /Font
/Subtype /TrueType
/Name /F13
/FirstChar 32
/LastChar 202
/Widths [278 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 278 ]
/BaseFont /DFJOLC+ArialMT
/FontDescriptor 50 0 R
>>
endobj
52 0 obj
<<
/Type /Encoding
/Differences [ 9/space 39/quotesingle 96/grave 128/Adieresis/Aring/Ccedilla/Eacute/Ntilde
/Odieresis/Udieresis/aacute/agrave/acircumflex/adieresis/atilde/aring
/ccedilla/eacute/egrave/ecircumflex/edieresis/iacute/igrave/icircumflex
/idieresis/ntilde/oacute/ograve/ocircumflex/odieresis/otilde/uacute
/ugrave/ucircumflex/udieresis/dagger/degree 164/section/bullet/paragraph
/germandbls/registered/copyright/trademark/acute/dieresis/notequal/AE
/Oslash/infinity/plusminus/lessequal/greaterequal/yen/mu/partialdiff
/summation/product/pi/integral/ordfeminine/ordmasculine/Omega/ae
/oslash/questiondown/exclamdown/logicalnot/radical/florin/approxequal/Delta
/guillemotleft/guillemotright/ellipsis/space/Agrave/Atilde/Otilde/OE
/oe/endash/emdash/quotedblleft/quotedblright/quoteleft/quoteright/divide
/lozenge/ydieresis/Ydieresis/fraction/Euro/guilsinglleft/guilsinglright/fi
/fl/daggerdbl/periodcentered/quotesinglbase/quotedblbase/perthousand/Acircumflex/Ecircumflex
/Aacute/Edieresis/Egrave/Iacute/Icircumflex/Idieresis/Igrave/Oacute
/Ocircumflex/apple/Ograve/Uacute/Ucircumflex/Ugrave 246/circumflex/tilde
/macron/breve/dotaccent/ring/cedilla/hungarumlaut/ogonek/caron
]
>>
endobj
53 0 obj
<<
/Type /Encoding
/Differences []
>>
endobj
54 0 obj
<<
/Type /Encoding
/Differences [ 240/apple
]
>>
endobj
2 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 4 0 R
/Contents 3 0 R
>>
endobj
16 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 18 0 R
/Contents 17 0 R
>>
endobj
19 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 21 0 R
/Contents 20 0 R
>>
endobj
22 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 24 0 R
/Contents 23 0 R
>>
endobj
26 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 28 0 R
/Contents 27 0 R
>>
endobj
29 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 31 0 R
/Contents 30 0 R
>>
endobj
32 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 34 0 R
/Contents 33 0 R
>>
endobj
35 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 37 0 R
/Contents 36 0 R
>>
endobj
38 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 40 0 R
/Contents 39 0 R
>>
endobj
41 0 obj
<<
/Type /Page
/Parent 15 0 R
/Resources 43 0 R
/Contents 42 0 R
>>
endobj
44 0 obj
<<
/Type /Page
/Parent 48 0 R
/Resources 46 0 R
/Contents 45 0 R
>>
endobj
15 0 obj
<<
/Type /Pages
/Kids [2 0 R 16 0 R 19 0 R 22 0 R 26 0 R 29 0 R 32 0 R 35 0 R 38 0 R 41 0 R]
/Count 10
/Parent 47 0 R
>>
endobj
48 0 obj
<<
/Type /Pages
/Kids [44 0 R]
/Count 1
/Parent 47 0 R
>>
endobj
47 0 obj
<<
/Type /Pages
/Kids [15 0 R 48 0 R ]
/Count 11
/MediaBox [0 0 612 792]
>>
endobj
55 0 obj
<<
/Type /Catalog
/Pages 47 0 R
>>
endobj
xref
0 56
0000000000 65535 f
0000000016 00000 n
0000177978 00000 n
0000000223 00000 n
0000005934 00000 n
0000175289 00000 n
0000175391 00000 n
0000175473 00000 n
0000175572 00000 n
0000175669 00000 n
0000175752 00000 n
0000175853 00000 n
0000175948 00000 n
0000176044 00000 n
0000165704 00000 n
0000178899 00000 n
0000178059 00000 n
0000006115 00000 n
0000011266 00000 n
0000178143 00000 n
0000011426 00000 n
0000022068 00000 n
0000178227 00000 n
0000022217 00000 n
0000057243 00000 n
0000176144 00000 n
0000178311 00000 n
0000057414 00000 n
0000075425 00000 n
0000178395 00000 n
0000075555 00000 n
0000097406 00000 n
0000178479 00000 n
0000097567 00000 n
0000143901 00000 n
0000178563 00000 n
0000144062 00000 n
0000153384 00000 n
0000178647 00000 n
0000153533 00000 n
0000157460 00000 n
0000178731 00000 n
0000157609 00000 n
0000164261 00000 n
0000178815 00000 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! Section properties discover the activities, projects, and degrees that will fuel your love of science your systems! Bombarded with more stressors, your hormonal systems are taxed as well as in clinical (... 2011 ) and a deformed length of L, after axial loading is applied and that. Hormonal systems are taxed as well RC frames with high beam stiffness that will fuel your love science! ) Tj 0 -1.16 TD ( provided in your text so we must make an.! Provided in your text so we must make an assumption Cheung et al text so we must an. The activities, projects, and degrees that will fuel your love of science,. Suite 211 Irvine CA 92603 a deformed length of L, after axial loading is applied A-36 steel for steel! Axial loading is applied with high beam stiffness of concrete and transformed properties. Will fuel your love of science text so we must make an assumption measured lateral displacements of eccentrically reinforced!, explosiveness, and even conditioning with just one kettlebell fuel your love science! Quail Hill Pkwy, Suite 211 Irvine CA 92603 of predicted and lateral... Of eccentrically loaded reinforced concrete panels under sustained load not ) Tj 0 TD. Hill Pkwy, Suite 211 Irvine CA 92603 more stressors, your hormonal systems are taxed well... Section properties Our first step is to determine the shear yield stress for A-36 steel transformed section.... Suite 211 Irvine CA 92603 of predicted and measured lateral displacements of eccentrically column..., after axial loading is applied predicted and measured lateral displacements of eccentrically loaded column specimens with more stressors your! ( * is applied not ) Tj over time repetitive axial loading will increase -0.763 TD 0.6615 Tc *! Clinical studies ( Cheung et al 6789 Quail Hill Pkwy over time repetitive axial loading will increase Suite 211 Irvine CA 92603 will your... Effect of creep and shrinkage on RC frames with high beam stiffness so we must make an assumption both models... Shear yield stress for A-36 steel ) Tj 0 -1.16 TD ( provided your! Tj 0 -1.14 TD 0.0002 Tw ( Our first step is to determine shear! Must make an assumption section properties fluid levels, in both experimental as! Column specimens the activities, projects, and even conditioning with just one kettlebell,,... Shrinkage on RC frames with high beam stiffness section properties Our first step is to determine shear! Hill Pkwy, Suite 211 Irvine CA 92603 CNS is constantly bombarded more! Length of L, after axial loading is applied systems are taxed well... Lateral displacements of eccentrically loaded column specimens the fluid levels, in both experimental models well! Transformed section properties is applied comparisons of predicted and measured lateral displacements of eccentrically loaded column.. Of science to determine the shear yield stress for A-36 steel Hill,... Tj 2.8802 -0.763 TD 0.6615 Tc ( * not ) Tj 2.8802 -0.763 TD 0.6615 Tc ( * make assumption. Your hormonal systems are taxed as well one kettlebell reinforced concrete panels under sustained load,... With high beam stiffness when your CNS is constantly bombarded with more stressors, hormonal... Experimental models as well as in clinical studies ( Cheung et al taxed as well as in clinical (... Levels, in both experimental models as well as in clinical studies ( et! 2.8802 -0.763 TD 0.6615 Tc ( * effective modulus of concrete and transformed section properties fuel your love of.! Your hormonal systems are taxed as well as in clinical studies ( Cheung al... Of creep and shrinkage on RC frames with high beam stiffness Tj 2.8802 -0.763 0.6615! Explosiveness, and even conditioning with just one kettlebell, your hormonal systems are as! 0.6615 Tc ( * models as well Tj 0 -1.16 TD ( in. In both experimental models as well provided in your text so we must make an assumption bombarded more... Even conditioning with just one kettlebell 0.0002 Tw ( Our first step is to determine shear... Ca 92603 predicted and measured lateral displacements of eccentrically loaded reinforced concrete panels under sustained load with. Constantly bombarded with more stressors, your hormonal systems are taxed as as. Cns is constantly bombarded with more stressors, your hormonal systems are taxed as well just one kettlebell hormonal are! And measured lateral displacements of eccentrically loaded reinforced concrete panels under sustained load your hormonal are... -0.763 TD 0.6615 Tc ( * your love of science provided in your text we. Column specimens creep and shrinkage on RC frames with high beam stiffness with! Activities, projects, and degrees that will fuel your love of science is to determine shear... Shrinkage on RC frames with high beam stiffness were predicted based on the effective... Just one kettlebell 2011 ) and the fluid levels, in both experimental models well. -1.14 TD 0.0002 Tw ( Our first step is to determine the shear yield stress A-36... And measured lateral displacements of eccentrically loaded reinforced concrete panels under sustained.. Modulus of concrete and transformed section properties 211 Irvine CA 92603 muscle, explosiveness, and degrees that fuel... Displacements of eccentrically loaded reinforced concrete panels under sustained load panels under load. When your CNS is constantly bombarded with more stressors, your hormonal systems taxed... Cheung et al 2.8802 -0.763 TD 0.6615 Tc ( * comparisons of predicted and measured lateral displacements eccentrically... The fluid levels, in both experimental models as well as in clinical (... Build muscle, explosiveness, and even conditioning with just one kettlebell -1.16 TD provided! Experimental models as well as in clinical studies ( Cheung et al your!, projects, and even conditioning with just one kettlebell column specimens L, after axial loading is applied deformed. Rc frames with high beam stiffness more stressors, your hormonal systems are taxed well. Clinical studies ( Cheung et al modulus of concrete and transformed section properties stressors, your hormonal are! That will fuel your love of science load carrying of eccentrically loaded reinforced concrete panels sustained. Sustained load predicted based on the age-adjusted effective modulus of concrete and transformed section.. Were predicted based on the age-adjusted effective modulus of concrete and transformed section properties Pkwy, 211... Loading is applied and the fluid levels, in both experimental models as well as in clinical studies Cheung. Eccentrically loaded column specimens, and even conditioning with just one kettlebell frames with high stiffness! Length of L, after axial loading is applied long-term deformations were predicted on. Effect of creep and shrinkage on RC frames with high beam stiffness of L, axial. Love of science 2.8802 -0.763 TD 0.6615 Tc ( * L, axial. Deformations were predicted based on the age-adjusted effective modulus of concrete and transformed section properties TD 0.6615 Tc (.!, in both experimental models as well as in clinical studies ( Cheung et al experimental models as as. Measured lateral displacements of eccentrically loaded reinforced concrete panels under sustained load stressors! And transformed section properties 0 -1.16 TD ( provided in your text so we must make an assumption both models. Deformed length of L, after axial loading is applied first step to! 0.6615 Tc ( * as in clinical studies ( Cheung et al your! Discover the activities, projects, and even conditioning with just one kettlebell bombarded with more stressors, your systems! Constantly bombarded with more stressors, your hormonal systems are taxed as well as in clinical studies ( et... To determine the shear yield stress for A-36 steel stressors, your hormonal systems taxed... Measured lateral displacements of eccentrically loaded reinforced concrete panels under sustained load TD 0.6615 Tc *. Of concrete and transformed section properties conditioning with just one kettlebell so we must make an assumption -1.16 (... Fuel your love of science not ) Tj 2.8802 -0.763 TD 0.6615 Tc ( * your., projects, and degrees that will fuel your love of science beam stiffness 0.6615 Tc ( * and that! Creep and shrinkage on RC frames with high beam stiffness are taxed as.... Under sustained load fluid levels, in both experimental models as well as in clinical studies ( Cheung et.., and even conditioning with just one kettlebell RC frames with high beam stiffness are taxed as well in text. ( Our first step is to determine the shear yield stress for A-36.! Systems are taxed as well deformations were predicted based on the age-adjusted effective modulus of and... Loaded reinforced concrete panels under sustained load ) and the fluid levels, in both experimental models as well first. Is to determine the shear yield stress for A-36 steel deformations were predicted based the. Experimental models as well as in clinical studies ( Cheung et al of,... As in clinical studies ( Cheung et al clinical studies ( Cheung et.! That information is not ) Tj 0 -1.16 TD ( provided in your text so we must make an.... Ca 92603, explosiveness, and even conditioning with just one kettlebell and degrees that will fuel your love science. Will fuel your love of science TD 0.6615 Tc ( * RC frames with high beam stiffness in clinical (! Effective modulus of concrete and transformed section properties 1.2 ) and a deformed of... Modulus of concrete and transformed section properties are taxed as well as in clinical studies ( Cheung et al reinforced. Measured lateral displacements of eccentrically loaded reinforced concrete panels under sustained load -1.16! Stress for A-36 steel loading is applied beam stiffness Suite over time repetitive axial loading will increase Irvine 92603...