over time repetitive axial loading will increase

Don't ditch axial loading, but reduce how often you go balls to the wall. _Z4$F_Z7IR_Z9-,_Z9]+TUs4+TMQDDZV'^If^bnY6#jI!rstU+TO_.+TP:>+TMTG_ZI^W+p&qi . And as you get older, it'll be wise to reduce the amount of axial loading you perform in the gym. )Tj 0 -2.32 TD 0 Tc (Pilkey, Walter D. $1997$. Tip: Mobilize Ankle Joints With End Range Oscillations. Now, in small doses, axial loading exercise is excellent for men and women. Provided by the Springer Nature SharedIt content-sharing initiative. 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. Part of As an example, we start with a one-dimensional (1D) truss member formed by points P1 and P2, with an initial length of L ( Fig. The elastic lateral displacement 0 of each column specimen was used as the values measured by the LVDTs, shown in Fig. Mechanical loads are associated with casing hanging weight, shock loads during running, packer loads during production and workovers, and hanger loads. Viest, I. M., Elstner, R. C., & Hognestad, E. (1955). A list of steps necessary to)Tj 0 -1.16 TD (complete design of the bracket are:)Tj /F10 1 Tf -1.5 -2.3 TD 0 Tw (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0002 Tw (First, we will deal with the lower section of the bracket, neglecting the fillet. units, they are usually given to the closest meter:)Tj 0 -1.16 TD 0 Tw (centimeter, millimeter, etc. Necessary cookies are absolutely essential for the website to function properly. 18CTAP-C129746-02). 1.2) and a deformed length of L , after axial loading is applied. )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. 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. 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 )rtS!Vccs !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 =Kjk;)^-A-/M'On,>1m;YS'$*a'+X'u?/. )'_O[*ln'ah Reinforced concrete: Mechanics and design (3rd ed., p. 938). Axial loading is top-down loading - meaning the weight during the lift is moving vertically instead of horizontally. 'Dha So, for this problem, our dimensions satisfy the stiffness requirement. A non-osteoporotic adult presented with multilevel compression fractures at the apex of the thoracic kyphosis after strenuous rope jumping. 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 (. =Y20nYRrCi(F)>P(OG-Z/M'>p&M((%,=F+7YS'P(OG-]+g;c/jB5V&/M&J)YQ?+? For)Tj -3 -1.16 TD 0 Tw (2014-T6 aluminum, )Tj /F10 1 Tf 8.2505 0 TD (s)Tj /F4 1 Tf 6.96 0 0 6.96 196.243 493.937 Tm (yield)Tj 12 0 0 12 210.001 496.337 Tm 0.0001 Tw ( in compression and tension is 60 ksi. (2012). Book )Tj -6.0807 0.6276 TD 0 Tc [(1)-250(7)0(5)-942.7(0)-250(7511)]TJ 2.4714 -1.3906 TD (2)Tj 5.9505 0.763 TD [(0)-250(080)]TJ /F4 1 Tf 2.3542 0 TD 0.0001 Tw (, then use the area found to find the deformation)Tj -16.5 -1.88 TD 0 Tw (of that section. 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. 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 . If the balance is not maintained, it will lead to more wear and tear of the spinning object, resulting in its failure. )Tj -1.5 -1.68 TD 0 Tw ( )Tj ET 0.501 w 128.689 216.951 m 144.942 216.951 l S BT /F9 1 Tf 12.002 0 2.64 12.034 94.215 213.848 Tm (d)Tj 12.002 0 0 12.034 104.498 213.848 Tm 3.102 Tc [(==)-583.4(+)-578.2(+)-609.4(=)]TJ 18.003 0 0 18.051 114.187 211.122 Tm 0 Tc (\345)Tj /F7 1 Tf 12.002 0 0 12.034 130.064 221.401 Tm (PL)Tj -0.0156 -1.3906 TD (EA)Tj /F3 1 Tf 2.3411 0.763 TD [(0)-250(00035)-942.6(0)-250(00022)-979.1(0)-250(00036)-1052(0)-250(00093)]TJ 0.5 0 TD 3.9427 Tc [(..)-36.5(.)-109.4(. *"!t/R-+Nuj34T"(3*@3) ;HUI1ncM'D=]nD-!EN,A>ZeN:+9D"$7(E:E!V&TH=]i3?*WRZeN:,m!R*7(E:C!V/ZI=]i3@#ll8? The simplest pavement structural model asserts that each individual load inflicts a certain amount of unrecoverable damage. )Tj /F2 1 Tf 0 -2.22 TD 0.0001 Tc 0.0005 Tw (Design for Strength)Tj /F4 1 Tf 0 -1.38 TD 0 Tc 0.0002 Tw (Strength is the most important component to safe design. Peterson's stress concentration factors. In assuming that A-36)Tj 0 -1.14 TD (steel behaves like aluminum we will pick the smaller of these two values, namely 42%,)Tj 0 -1.16 TD (and use that percentage as our shear strength for A-36 steel. YlXn2%4s,"YSn`S7BdXS6nKr47Bck?7:B`2:f1=`6lR9m=Y22/!CL?A@^#hW6EgtN Maru, S., Asfaw, M., Sharma, R. K., & Nagpal, A. K. (2003). 3^#6j+J0t^5UMeb1-ctJR5.#SNfl._+HDU?5UM/C1-ct8N&!XFH@[h:+F8So5UL;j J7Sb3IK=tM!J!95J6i8,.fk/? This is approximately 42% of the yield stress for compression/tension. There is also strong evidence that repetitive load-ing affect both discs and vertebrae, and can cause path- Thus, the deflection caused by the load is 0.28 m. The radial load is completely opposite to the axial load, and it acts along the radius of the object. Six cantilever column specimens were concentrically or eccentrically loaded for 64days and the long-term deformations depending on the magnitude of axial load and eccentricity were investigated. !AE,oN/ Axial loads are applied along the longitudinal or centroidal axis of a structural member. Applying a factor of safety, we find that )Tj /F10 1 Tf 24.22 0 TD 0 Tw (t)Tj /F4 1 Tf 6.96 0 0 6.96 385.921 409.697 Tm (all)Tj 12 0 0 12 392.881 412.097 Tm ( = 11.61 ksi. This allowable value will either be provided in the problem)Tj -5.18 -1.16 TD (statement, specified in a technical standard or code, or it may have to be deduced from)Tj T* (the information provided. (1997). YU_6..Om#$!3c\qYQdH&/M')i.Om#$2(^A&\,mm"E"F/%! When a load is introduced in a perfectly balanced way on a spinning object, it will not hamper its motion. !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 .k>^a.kbTdYm1M&YWuSa=TD+!3`A\U5>bTdYmUq.\Gs?P6s0L_YV&jIYW>Wb=Kqr17Bf$b 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. Consider dialing back your training maxes 5-10%, similar to a 5-3-1 program, so you can still perform your favorite lifts without undue stress. 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. must be specified in all design)Tj 0 -1.16 TD 0.0003 Tw (projects; typical values for stress analysis are 1> /ExtGState << /GS1 14 0 R >> >> endobj 17 0 obj << /Length 5098 >> stream Here,F = The force generated by the load.L = Length of the object.A = Area of cross-section.E = Youngs Modulus. Park, R., & Paulay, T. (1975). (1991) Creep Buckling of uniaxially loaded reinforced concrete columns. =g/HFBE:.G!! )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. 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. This can cause deformations in the object, which are a result of the stress caused by the load. Both normal and shear stresses)Tj 0 -1.16 TD 0 Tw (must be considered. CSK, XZ: Analyzing Experimental Results, and Revising the Manuscript. Privacy 4!>Gi)nH.P!N5u+.p9(b,=8UD,=8UI6WglN5qPAA\c`!9!! Time-Dependent Deformations of Eccentrically Loaded Reinforced Concrete Columns. 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. 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. !!!#S!!!1YAoMC"G:0B_!!!46!!!2,B5Dj*67R*8!!!iI!!!"8BOtU__MgIo!! 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. 7'SBb77:9\\H.Ne*(X_UoZ!9P*7'\m> The increase rate of lateral strain was faster than that of axial strain after 80 percent of the ultimate load. Journal of the American Concrete Institute, 27(7), 727755. )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. Springer Nature remains neutral with regard to jurisdictional claims in published maps and institutional affiliations. For the eccentrically loaded column specimens, the lateral displacement due to eccentric moment and axial shortening due to axial compression increased with time. 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. Tatsa, E. Z. The image below will help in better understanding of what axial load actually is. (=W8JNYQ.X)YQH2U"!tJW^c8k(^c3:;"!tJW^c5J"=]lmk Proceedings of ACI Journal, 66(11), 866874. *)Tj 2.8802 -0.763 TD 0.6615 Tc (*. We'll assume you're ok with this, but you can opt-out if you wish. !,MX0!)rqd!(Hr\!)ESg!(-`:!'pU*!,2FA!,MX0!)rpu!!*'"!:g+l!!`L#! Copyright Science Struck & Buzzle.com, Inc. Seoul: Korean Concrete Institute. In S.I. Both the lateral strain and axial strain increase rapidly after the ultimate . Manage cookies/Do not sell my data we use in the preference centre. The whole impact process was simulated and the time history of the impact load was obtained. Such long-term deformations were predicted based on the age-adjusted effective modulus of concrete and transformed section properties. No motivation? *'"# %PDF-1.1 % Thus, the force generated by the load is 98 N. The area of the cross-section is. )Tj /F13 1 Tf 0.75 0 TD ( )Tj /F4 1 Tf 0.75 0 TD (Third, the area below the fillet. Fintel, M., Ghosh, S. K., & Iyengar, H. (1987). )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. By using this website, you agree to our !EjF*)PGFEK)a )Tj 2.8516 0.763 TD 1.6615 Tc (. )Tj /F2 1 Tf 0 -2.22 TD 0.0001 Tc 0.0007 Tw (Design for Stiffness)Tj /F4 1 Tf 0 -1.38 TD 0 Tc 0.0002 Tw (Stiffness, in the case of uniaxial loading, is associated with an allowable deformation:)Tj 0 -1.16 TD 0 Tw (extension or)Tj 1 0 0 rg 4.92 0 TD ( )Tj 0 g 0.26 0 TD 0.0001 Tw (contraction. 309324. McGregor, J. G. (1997). 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. 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. Usual nominal dimensions in U.S. ('hp!Xf>J6Wd_8+^%,I&9'h;&jod3 So here we need only be concerned with normal forces. If such measurement errors were taken into account, the agreements between the predicted and measured lateral displacements might be better. +T`fP*=s2%.hG5RNuS02*W]%XruM5#!#?=M!!!WD#SFQI%CZ! /0Q/FA0YWC\3L%'/M&'LJ5KDWA0YWC\0(c\)mTH/0.U20!amT2+gAaZ=:A^bA;dr4 )Tj 0 -2.34 TD (FBD:)Tj ET 144.241 194.657 m 144.961 194.657 l 145.201 180.257 l 145.201 179.537 l 144.481 179.537 l 144.241 193.937 l f 140.881 180.737 m 144.721 172.817 l 148.561 180.737 l 140.881 180.737 l f* 0.72 w 162.121 362.657 m 162.121 347.777 l S 165.841 361.937 m 162.001 369.857 l 158.161 361.937 l 165.841 361.937 l f* 126.121 362.657 m 126.121 347.777 l S 129.841 361.937 m 126.001 369.857 l 122.161 361.937 l 129.841 361.937 l f* 1 g 133.681 194.657 20.88 157.68 re f 133.321 352.697 21.6 -158.4 re S 90.001 338.417 28.8 21.6 re f BT 12 0 0 12 97.201 345.857 Tm 0 g 0 Tw (V)Tj ET 1 g 126.001 144.017 50.4 21.6 re f BT 12 0 0 12 133.201 151.457 Tm 0 g (1000)Tj ET endstream endobj 40 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 42 0 obj << /Length 6599 >> stream ;3!^d#r!h08N"-`qf"O[N`!#tuF!,V^q!36+o!>5Dm!Drl%!GDL]!J^]< !>be(!iH,s!=JqA"?luk!$MH7!3QED!IXsU!_!(h$Mt*f!@n1G!NH-T! @#@FX5[fUB/M'On Eccentrically loaded concrete columns under sustained load. -*RLu!?ak9&7A$O7^*G386H9C+WDRJ=Y22/&joo+%'Tj\YQQ6V$tLSn@:ZkQ#Z4^. There are several reasons to research the effects of axial twist exposures and the resulting loading on the spine. The lateral displacements measured by the LVDTs were disturbed at (tt0)=42, 50, and 78days during the re-tightening process of post-tensioning rods. Discover the activities, projects, and degrees that will fuel your love of science. 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. The lateral displacement at the top of the eccentrically loaded column specimens can also increase due to the second-order effect (i.e. Typically finding area )Tj /F8 1 Tf 12.6098 0 TD (A )Tj /F4 1 Tf 0.8611 0 TD 0.0001 Tw ( reduces to a single calculation such as length of a side)Tj -13.4708 -1.16 TD (or diameter of a rod. )Tj ET 0.5 w 111.316 432.031 m 127.568 432.031 l 140.883 432.031 m 324.126 432.031 l S BT /F9 1 Tf 12.002 0 2.64 12 91.095 428.937 Tm 0 Tw (d)Tj 12.002 0 0 12 101.377 428.937 Tm 1.9145 Tc (==)Tj 15.3646 -0.763 TD 0 Tc (-)Tj 3.4766 0.763 TD (=)Tj /F7 1 Tf -17.8984 0.6276 TD (PL)Tj -0.0156 -1.3906 TD (EA)Tj 9.6068 1.3906 TD [(lb)-1164.7(in)]TJ 12.3359 -0.6276 TD (in)Tj /F3 1 Tf -14.349 0.6276 TD [(1000)-1526.2(1)]TJ -5.1745 -1.3906 TD [(29)-317.7(000)-333.4(000)-1156.3(0)-250(0625)-1034(1)-250(815)-937.6(0)-250(2)0(5)]TJ 16.2995 0.763 TD [(0)-250(00035)]TJ -8.1745 0.6276 TD (*)Tj -7.151 -1.3906 TD 1.5833 Tc [(,,)-171.9(*)1445.3($)1059.5(.)-541.7(*)1445.3(\()1145.5(.)-1354.2(. The)Tj -10.66 -1.14 TD 0.0002 Tw (following formula is found in Roark and Young \(1989$; it defines the value of K for a)Tj 0 -1.16 TD (hole based on geometric properties. 0 G 0 J 0 j 0.5 w 10 M []0 d BX /GS1 gs EX 1 i 131.876 706.129 m 141.157 706.129 l 177.782 706.129 m 234.907 706.129 l S BT /F9 1 Tf 12 0 2.64 11.985 91.063 703.039 Tm 0 g 0 Tc 0 Tw (s)Tj /F7 1 Tf 7 0 0 6.991 99.657 700.012 Tm (all)Tj 12 0 0 11.985 121.47 703.039 Tm (K)Tj 0.9714 0.6276 TD (P)Tj 0.0234 -1.3906 TD 3.1364 Tc (AW)Tj 13.4714 0.763 TD 4.0238 Tc [(Wi)4023.8(n)]TJ /F9 1 Tf -15.3073 0 TD 2.214 Tc [(==)-5049.5(=)-757.8(\336)617.7(=)]TJ /F3 1 Tf 3.4818 0 TD 0.25 Tc (13)Tj 3.3906 0.6276 TD 0 Tc (1000)Tj 0.651 -1.3906 TD [(0)-250(0625)]TJ 3.8516 0.763 TD [(27692)-3609.3(0)-250(7511)]TJ 7 0 0 6.991 187.157 690.898 Tm (2)Tj 16.6696 1.308 TD (2)Tj 12 0 0 11.985 159.157 703.039 Tm 0.6172 Tc (. (2004). The authors declare that they have no competing interests. )Tj -1.7891 -1.3906 TD 0.138 Tc [(*$)-385.8(.)-1987(*)-523.5(. )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. 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. 25 Bone is inherently mechanosensitive and responds and adapts to its mechanical environment. Bradford, M. A. 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 . Eric Bach is a highly sought-after strength and conditioning coach, located in Colorado. This ScienceStruck post brings to you the definition of axial load, and also the formula for axial load calculation for better understanding. )Tj 0 -2.32 TD 0.0002 Tw (Roark, Raymond J. and W.C. Young \(1989$. !&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8!&ag8 The bracket cannot deform while loaded more than)Tj T* 0.0002 Tw (0.005 in. 2012; Dimitriadis et al. We also use third-party cookies that help us analyze and understand how you use this website. Fi)_F!!!Q1!!!98"hF[O"hF[P"fD>!4`*:!6>-V! 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. Progress stalled in the gym? Repetitive axial spinal loading affects the disc height (Gooyers et al. = F/AHere, = The stress caused by the axial load.F = The force generated by the axial load.A = The area of the cross-section. )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. )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(. F = maWhere m is the mass of the load, and a is its acceleration. !+u:S!,MXD 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). BT /F10 1 Tf 12 0 0 12 90.001 695.537 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 0.0003 Tw (First, perform a summation of forces to solve for P.)Tj /F10 1 Tf 0 -1.18 TD 0 Tw (S)Tj /F4 1 Tf 0.6 0 TD 0.01 Tc ( F)Tj 6.96 0 0 6.96 125.041 678.977 Tm 0 Tc (Y)Tj 12 0 0 12 130.081 681.377 Tm ( :)Tj /F7 1 Tf 12.004 0 0 12 138.509 681.457 Tm 5.9255 Tc (PP)Tj /F9 1 Tf 0.8203 0 TD 2.3807 Tc [(-=)1403.7(\336)1245.3(=)]TJ /F3 1 Tf 0.6745 0 TD 0 Tc [(1000)-1059.8(0)-3062.5(1000)]TJ /F10 1 Tf 12 0 0 12 90.001 639.377 Tm (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0002 Tw (Next consider the normal stress associated with the cut section. 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. !iQU =Lf8t4!>QS!N6,$!"1;[YRi$GYRr*H!%W/6F*.I"7;5.YBgbC(7! )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 (. )Tj /F10 1 Tf -1.5 -1.14 TD 0 Tw (\267)Tj /F13 1 Tf 0.46 0 TD ( )Tj /F4 1 Tf 1.04 0 TD 0.0002 Tw (Fourth, we will determine the depth of the weld to prevent shear tearout. )Tj -1.5 -2.34 TD 0 Tw (Lower Section)Tj /F6 1 Tf 0 -2.2 TD (FBD:)Tj ET 0 G 0 J 0 j 0.72 w 10 M []0 d 1 i 302.521 176.657 m 302.521 147.377 l S 298.561 148.337 m 302.401 140.417 l 306.241 148.337 l 298.561 148.337 l f* 306.121 284.657 m 306.121 255.377 l S 309.841 283.937 m 306.001 291.857 l 302.161 283.937 l 309.841 283.937 l f* 1 g 263.281 176.897 78.48 64.08 re f 262.921 241.337 79.2 -64.8 re S 262.801 241.457 m 264.721 242.417 l 266.881 243.377 l 268.321 244.337 l 269.041 244.577 l 269.761 244.337 l 270.721 242.897 l 271.201 240.737 l 271.441 239.777 l 271.681 239.057 l 271.681 238.337 l 273.121 239.297 l 274.081 239.777 l 274.561 240.257 l 275.041 240.497 l 275.041 240.737 l 274.801 240.257 l 274.321 239.777 l 274.321 238.817 l 274.561 238.337 l 274.801 238.097 l 275.761 237.617 l 276.721 237.377 l 277.441 237.617 l 278.401 238.097 l 279.121 238.817 l 279.841 239.297 l 281.521 240.017 l 285.121 241.217 l 285.601 241.457 l 285.841 241.457 l 286.081 239.537 l 286.321 238.817 l 286.801 238.337 l 287.521 238.337 l 288.241 238.577 l 288.961 239.057 l 289.681 239.297 l 291.361 239.777 l 292.561 240.257 l 294.001 240.977 l 294.721 241.217 l 294.961 241.457 l 295.441 241.457 l 295.921 241.697 l 296.641 241.937 l 297.841 242.417 l 298.801 242.177 l 299.761 241.697 l 300.721 241.457 l 301.681 241.457 l 302.401 241.697 l 303.361 242.417 l 304.081 243.137 l 304.801 243.377 l 305.281 242.897 l 305.521 242.177 l 305.521 241.217 l 305.761 240.257 l 307.681 236.417 l 309.361 238.337 l 310.801 240.257 l 311.041 241.217 l 311.041 242.417 l 311.281 243.137 l 311.521 243.377 l 311.761 243.377 l 312.721 242.417 l 313.441 241.217 l 314.881 238.337 l 316.801 235.457 l 318.241 235.697 l 318.961 235.937 l 319.681 236.417 l 322.561 239.297 l 323.041 240.017 l 323.281 240.737 l 323.281 240.977 l 323.041 240.977 l 322.321 240.497 l 321.361 240.017 l 321.121 240.017 l 321.361 240.017 l 322.081 240.497 l 323.041 241.217 l 324.721 242.417 l 324.961 241.697 l 324.961 240.737 l 325.201 239.777 l 325.681 239.297 l 326.401 239.537 l 327.361 240.017 l 328.081 240.977 l 328.801 241.457 l 331.681 242.417 l 332.401 240.977 l 332.881 239.297 l 332.881 237.137 l 333.121 236.177 l 333.841 235.457 l 334.321 235.217 l 335.761 235.937 l 337.681 237.377 l 338.641 237.617 l 339.601 238.097 l 340.561 238.337 l 340.801 238.337 l 262.801 241.457 l f* 0 g 264.481 242.657 m 265.201 242.657 l 265.201 241.937 l 263.281 240.977 l 262.561 240.977 l 262.561 241.697 l f 266.641 243.617 m 267.361 243.617 l 267.361 242.897 l 265.201 241.937 l 264.481 241.937 l 264.481 242.657 l f 267.361 244.097 m 268.081 244.097 l 268.081 243.377 l 267.361 242.897 l 266.641 242.897 l 266.641 243.617 l f 268.081 244.577 m 268.801 244.577 l 268.801 243.857 l 268.081 243.377 l 267.361 243.377 l 267.361 244.097 l f 268.801 244.817 m 269.521 244.817 l 269.521 244.097 l 268.801 243.857 l 268.081 243.857 l 268.081 244.577 l f 268.801 244.817 m 269.521 244.817 l 270.241 244.577 l 270.241 243.857 l 269.521 243.857 l 268.801 244.097 l f 269.521 244.577 m 270.241 244.577 l 270.721 243.857 l 270.721 243.137 l 270.001 243.137 l 269.521 243.857 l f 270.001 243.857 m 270.721 243.857 l 271.201 243.137 l 271.201 242.417 l 270.481 242.417 l 270.001 243.137 l f 270.481 243.137 m 271.201 243.137 l 271.681 240.977 l 271.681 240.257 l 270.961 240.257 l 270.481 242.417 l f 270.961 240.977 m 271.681 240.977 l 271.921 240.017 l 271.921 239.297 l 271.201 239.297 l 270.961 240.257 l f 271.201 240.017 m 271.921 240.017 l 272.161 239.297 l 272.161 238.577 l 271.441 238.577 l 271.201 239.297 l f 271.801 239.297 m 271.801 238.097 l 271.801 238.817 m 271.801 237.857 l S 272.881 239.537 m 273.601 239.537 l 273.601 238.817 l 272.161 237.857 l 271.441 237.857 l 271.441 238.577 l f 273.841 240.017 m 274.561 240.017 l 274.561 239.297 l 273.601 238.817 l 272.881 238.817 l 272.881 239.537 l f 274.321 240.497 m 275.041 240.497 l 275.041 239.777 l 274.561 239.297 l 273.841 239.297 l 273.841 240.017 l f 274.801 240.737 m 275.521 240.737 l 275.521 240.017 l 275.041 239.777 l 274.321 239.777 l 274.321 240.497 l f 275.161 240.977 m 275.161 240.017 l S 274.801 240.977 m 275.521 240.977 l 275.521 240.257 l 275.281 239.777 l 274.561 239.777 l 274.561 240.497 l f 274.561 240.497 m 275.281 240.497 l 275.281 239.777 l 274.801 239.297 l 274.081 239.297 l 274.081 240.017 l f 274.441 240.017 m 274.441 238.337 l S 274.081 239.057 m 274.801 239.057 l 275.041 238.577 l 275.041 237.857 l 274.321 237.857 l 274.081 238.337 l f 274.321 238.577 m 275.041 238.577 l 275.281 238.337 l 275.281 237.617 l 274.561 237.617 l 274.321 237.857 l f 274.561 238.337 m 275.281 238.337 l 276.241 237.857 l 276.241 237.137 l 275.521 237.137 l 274.561 237.617 l f 275.521 237.857 m 276.241 237.857 l 277.201 237.617 l 277.201 236.897 l 276.481 236.897 l 275.521 237.137 l f 277.201 237.857 m 277.921 237.857 l 277.921 237.137 l 277.201 236.897 l 276.481 236.897 l 276.481 237.617 l f 278.161 238.337 m 278.881 238.337 l 278.881 237.617 l 277.921 237.137 l 277.201 237.137 l 277.201 237.857 l f 278.881 239.057 m 279.601 239.057 l 279.601 238.337 l 278.881 237.617 l 278.161 237.617 l 278.161 238.337 l f 279.601 239.537 m 280.321 239.537 l 280.321 238.817 l 279.601 238.337 l 278.881 238.337 l 278.881 239.057 l f 281.281 240.257 m 282.001 240.257 l 282.001 239.537 l 280.321 238.817 l 279.601 238.817 l 279.601 239.537 l f 283.441 240.977 m 284.161 240.977 l 284.161 240.257 l 282.001 239.537 l 281.281 239.537 l 281.281 240.257 l f 284.881 241.457 m 285.601 241.457 l 285.601 240.737 l 284.161 240.257 l 283.441 240.257 l 283.441 240.977 l f 285.361 241.697 m 286.081 241.697 l 286.081 240.977 l 285.601 240.737 l 284.881 240.737 l 284.881 241.457 l f 285.361 241.337 m 286.321 241.337 l S 285.601 241.697 m 286.321 241.697 l 286.561 239.777 l 286.561 239.057 l 285.841 239.057 l 285.601 240.977 l f 285.841 239.777 m 286.561 239.777 l 286.801 239.057 l 286.801 238.337 l 286.081 238.337 l 285.841 239.057 l f 286.081 239.057 m 286.801 239.057 l 287.281 238.577 l 287.281 237.857 l 286.561 237.857 l 286.081 238.337 l f 286.561 238.217 m 288.001 238.217 l S 288.001 238.817 m 288.721 238.817 l 288.721 238.097 l 288.001 237.857 l 287.281 237.857 l 287.281 238.577 l f 288.721 239.297 m 289.441 239.297 l 289.441 238.577 l 288.721 238.097 l 288.001 238.097 l 288.001 238.817 l f 289.441 239.537 m 290.161 239.537 l 290.161 238.817 l 289.441 238.577 l 288.721 238.577 l 288.721 239.297 l f 291.121 240.017 m 291.841 240.017 l 291.841 239.297 l 290.161 238.817 l 289.441 238.817 l 289.441 239.537 l f 292.321 240.497 m 293.041 240.497 l 293.041 239.777 l 291.841 239.297 l 291.121 239.297 l 291.121 240.017 l f 293.281 240.977 m 294.001 240.977 l 294.001 240.257 l 293.041 239.777 l 292.321 239.777 l 292.321 240.497 l f 293.761 241.217 m 294.481 241.217 l 294.481 240.497 l 294.001 240.257 l 293.281 240.257 l 293.281 240.977 l f 294.481 241.457 m 295.201 241.457 l 295.201 240.737 l 294.481 240.497 l 293.761 240.497 l 293.761 241.217 l f 294.841 241.457 m 294.841 240.737 l 294.841 241.457 m 294.841 240.737 l S 294.721 241.697 m 295.441 241.697 l 295.441 240.977 l 295.201 240.737 l 294.481 240.737 l 294.481 241.457 l f 294.721 241.337 m 295.921 241.337 l S 295.681 241.937 m 296.401 241.937 l 296.401 241.217 l 295.921 240.977 l 295.201 240.977 l 295.201 241.697 l f 296.401 242.177 m 297.121 242.177 l 297.121 241.457 l 296.401 241.217 l 295.681 241.217 l 295.681 241.937 l f 297.601 242.657 m 298.321 242.657 l 298.321 241.937 l 297.121 241.457 l 296.401 241.457 l 296.401 242.177 l f 297.601 242.657 m 298.321 242.657 l 299.281 242.417 l 299.281 241.697 l 298.561 241.697 l 297.601 241.937 l f 298.561 242.417 m 299.281 242.417 l 300.241 241.937 l 300.241 241.217 l 299.521 241.217 l 298.561 241.697 l f 299.521 241.937 m 300.241 241.937 l 301.201 241.697 l 301.201 240.977 l 300.481 240.977 l 299.521 241.217 l f 300.481 241.337 m 302.161 241.337 l S 302.161 241.937 m 302.881 241.937 l 302.881 241.217 l 302.161 240.977 l 301.441 240.977 l 301.441 241.697 l f 303.121 242.657 m 303.841 242.657 l 303.841 241.937 l 302.881 241.217 l 302.161 241.217 l 302.161 241.937 l f 303.841 243.377 m 304.561 243.377 l 304.561 242.657 l 303.841 241.937 l 303.121 241.937 l 303.121 242.657 l f 304.561 243.617 m 305.281 243.617 l 305.281 242.897 l 304.561 242.657 l 303.841 242.657 l 303.841 243.377 l f 304.561 243.617 m 305.281 243.617 l 305.761 243.137 l 305.761 242.417 l 305.041 242.417 l 304.561 242.897 l f 305.041 243.137 m 305.761 243.137 l 306.001 242.417 l 306.001 241.697 l 305.281 241.697 l 305.041 242.417 l f 305.641 242.417 m 305.641 240.737 l S 305.281 241.457 m 306.001 241.457 l 306.241 240.497 l 306.241 239.777 l 305.521 239.777 l 305.281 240.737 l f 305.521 240.497 m 306.241 240.497 l 307.201 238.577 l 307.201 237.857 l 306.481 237.857 l 305.521 239.777 l f 306.481 238.577 m 307.201 238.577 l 308.161 236.657 l 308.161 235.937 l 307.441 235.937 l 306.481 237.857 l f 309.121 238.577 m 309.841 238.577 l 309.841 237.857 l 308.161 235.937 l 307.441 235.937 l 307.441 236.657 l f 310.561 240.497 m 311.281 240.497 l 311.281 239.777 l 309.841 237.857 l 309.121 237.857 l 309.121 238.577 l f 310.801 241.457 m 311.521 241.457 l 311.521 240.737 l 311.281 239.777 l 310.561 239.777 l 310.561 240.497 l f 311.161 242.657 m 311.161 240.737 l S 311.041 243.377 m 311.761 243.377 l 311.761 242.657 l 311.521 241.937 l 310.801 241.937 l 310.801 242.657 l f 311.281 243.617 m 312.001 243.617 l 312.001 242.897 l 311.761 242.657 l 311.041 242.657 l 311.041 243.377 l f 311.281 243.257 m 312.241 243.257 l S 311.521 243.617 m 312.241 243.617 l 313.201 242.657 l 313.201 241.937 l 312.481 241.937 l 311.521 242.897 l f 312.481 242.657 m 313.201 242.657 l 313.921 241.457 l 313.921 240.737 l 313.201 240.737 l 312.481 241.937 l f 313.201 241.457 m 313.921 241.457 l 314.641 240.017 l 314.641 239.297 l 313.921 239.297 l 313.201 240.737 l f 313.921 240.017 m 314.641 240.017 l 315.361 238.577 l 315.361 237.857 l 314.641 237.857 l 313.921 239.297 l f 314.641 238.577 m 315.361 238.577 l 316.321 237.137 l 316.321 236.417 l 315.601 236.417 l 314.641 237.857 l f 315.601 237.137 m 316.321 237.137 l 317.281 235.697 l 317.281 234.977 l 316.561 234.977 l 315.601 236.417 l f 318.001 235.937 m 318.721 235.937 l 318.721 235.217 l 317.281 234.977 l 316.561 234.977 l 316.561 235.697 l f 318.721 236.177 m 319.441 236.177 l 319.441 235.457 l 318.721 235.217 l 318.001 235.217 l 318.001 235.937 l f 319.441 236.657 m 320.161 236.657 l 320.161 235.937 l 319.441 235.457 l 318.721 235.457 l 318.721 236.177 l f 321.121 238.337 m 321.841 238.337 l 321.841 237.617 l 320.161 235.937 l 319.441 235.937 l 319.441 236.657 l f 322.321 239.537 m 323.041 239.537 l 323.041 238.817 l 321.841 237.617 l 321.121 237.617 l 321.121 238.337 l f 322.801 240.257 m 323.521 240.257 l 323.521 239.537 l 323.041 238.817 l 322.321 238.817 l 322.321 239.537 l f 323.041 240.977 m 323.761 240.977 l 323.761 240.257 l 323.521 239.537 l 322.801 239.537 l 322.801 240.257 l f 323.401 241.217 m 323.401 240.257 l 322.801 240.857 m 323.761 240.857 l S 322.801 241.217 m 323.521 241.217 l 323.521 240.497 l 322.801 240.017 l 322.081 240.017 l 322.081 240.737 l f 322.081 240.737 m 322.801 240.737 l 322.801 240.017 l 321.841 239.537 l 321.121 239.537 l 321.121 240.257 l f 320.881 239.897 m 321.841 239.897 l 321.241 240.257 m 321.241 239.537 l 320.881 239.897 m 321.841 239.897 l S 321.841 240.737 m 322.561 240.737 l 322.561 240.017 l 321.841 239.537 l 321.121 239.537 l 321.121 240.257 l f 322.801 241.457 m 323.521 241.457 l 323.521 240.737 l 322.561 240.017 l 321.841 240.017 l 321.841 240.737 l f 324.481 242.657 m 325.201 242.657 l 325.201 241.937 l 323.521 240.737 l 322.801 240.737 l 322.801 241.457 l f 324.481 242.657 m 325.201 242.657 l 325.441 241.937 l 325.441 241.217 l 324.721 241.217 l 324.481 241.937 l f 325.081 241.937 m 325.081 240.257 l S 324.721 240.977 m 325.441 240.977 l 325.681 240.017 l 325.681 239.297 l 324.961 239.297 l 324.721 240.257 l f 324.961 240.017 m 325.681 240.017 l 326.161 239.537 l 326.161 238.817 l 325.441 238.817 l 324.961 239.297 l f 326.161 239.777 m 326.881 239.777 l 326.881 239.057 l 326.161 238.817 l 325.441 238.817 l 325.441 239.537 l f 327.121 240.257 m 327.841 240.257 l 327.841 239.537 l 326.881 239.057 l 326.161 239.057 l 326.161 239.777 l f 327.841 241.217 m 328.561 241.217 l 328.561 240.497 l 327.841 239.537 l 327.121 239.537 l 327.121 240.257 l f 328.561 241.697 m 329.281 241.697 l 329.281 240.977 l 328.561 240.497 l 327.841 240.497 l 327.841 241.217 l f 330.001 242.177 m 330.721 242.177 l 330.721 241.457 l 329.281 240.977 l 328.561 240.977 l 328.561 241.697 l f 331.441 242.657 m 332.161 242.657 l 332.161 241.937 l 330.721 241.457 l 330.001 241.457 l 330.001 242.177 l f 331.441 242.657 m 332.161 242.657 l 332.881 241.217 l 332.881 240.497 l 332.161 240.497 l 331.441 241.937 l f 332.161 241.217 m 332.881 241.217 l 333.361 239.537 l 333.361 238.817 l 332.641 238.817 l 332.161 240.497 l f 333.001 239.537 m 333.001 237.857 l 333.001 238.577 m 333.001 236.657 l S 332.641 237.377 m 333.361 237.377 l 333.601 236.417 l 333.601 235.697 l 332.881 235.697 l 332.641 236.657 l f 332.881 236.417 m 333.601 236.417 l 334.321 235.697 l 334.321 234.977 l 333.601 234.977 l 332.881 235.697 l f 333.601 235.697 m 334.321 235.697 l 334.801 235.457 l 334.801 234.737 l 334.081 234.737 l 333.601 234.977 l f 334.561 235.697 m 335.281 235.697 l 335.281 234.977 l 334.801 234.737 l 334.081 234.737 l 334.081 235.457 l f 335.521 236.177 m 336.241 236.177 l 336.241 235.457 l 335.281 234.977 l 334.561 234.977 l 334.561 235.697 l f 336.481 236.897 m 337.201 236.897 l 337.201 236.177 l 336.241 235.457 l 335.521 235.457 l 335.521 236.177 l f 337.441 237.617 m 338.161 237.617 l 338.161 236.897 l 337.201 236.177 l 336.481 236.177 l 336.481 236.897 l f 338.401 237.857 m 339.121 237.857 l 339.121 237.137 l 338.161 236.897 l 337.441 236.897 l 337.441 237.617 l f 339.361 238.337 m 340.081 238.337 l 340.081 237.617 l 339.121 237.137 l 338.401 237.137 l 338.401 237.857 l f 340.321 238.577 m 341.041 238.577 l 341.041 237.857 l 340.081 237.617 l 339.361 237.617 l 339.361 238.337 l f 340.321 238.217 m 341.281 238.217 l 269.521 194.777 m 334.561 194.777 l S 270.241 198.737 m 262.321 194.897 l 270.241 191.057 l 270.241 198.737 l f* 333.601 191.057 m 341.521 194.897 l 333.601 198.737 l 333.601 191.057 l f* 342.481 195.017 m 360.241 195.017 l S 1 g 367.681 166.337 42.48 49.68 re f 1 G 367.321 216.377 43.2 -50.4 re S BT /F4 1 Tf 12 0 0 12 374.881 187.937 Tm 0 g (W)Tj 6.96 0 0 6.96 386.21 185.537 Tm (2)Tj ET 1 g 284.401 111.857 43.2 21.6 re f BT 12 0 0 12 291.601 119.297 Tm 0 g (1000)Tj ET 1 g 270.001 284.657 21.6 21.6 re f BT 12 0 0 12 277.201 292.097 Tm 0 g (P)Tj ET endstream endobj 28 0 obj << /ProcSet [/PDF /Text ] /Font << /F4 7 0 R /F6 8 0 R /F10 12 0 R /F13 25 0 R >> /ExtGState << /GS1 14 0 R >> >> endobj 30 0 obj << /Length 21797 >> stream Love of Science shown in Fig -385.8 (. ) -1987 ( *, Ghosh, S. 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The resulting loading on the age-adjusted effective modulus of concrete and transformed section.. Data we use in the preference centre this, but you can opt-out if you wish ln'ah Reinforced concrete Mechanics! Not hamper its motion axial spinal loading affects the disc height ( et. In its failure @ FX5 [ fUB/M'On eccentrically loaded column specimens, the force generated by the LVDTs shown... Axial shortening due to the closest meter: ) Tj 2.8516 0.763 1.6615! Are usually given to the wall ) '_O [ * ln'ah Reinforced concrete columns longitudinal... Lateral displacements might be better @ # @ FX5 [ fUB/M'On eccentrically column. Load is 98 N. the area of the load is introduced in a perfectly balanced way on a object... In small doses, axial loading, but you can opt-out if wish... Viest, I. M., Elstner, R. C., & Hognestad, E. ( 1955 ) and women structural! That they have no competing interests small doses, axial loading is top-down loading - meaning weight..., but you can opt-out if you wish with regard to jurisdictional claims in published maps and institutional affiliations of... Axial compression increased with time the formula for axial load calculation for better understanding of what axial,! Responds and adapts to its mechanical environment -1.16 TD 0 Tc ( Pilkey, Walter D. (! ) a ) Tj 2.8516 0.763 TD 1.6615 Tc ( Pilkey, D.., and also the formula for axial load, and hanger loads displacement due over time repetitive axial loading will increase eccentric moment and axial increase. Its failure -1.16 TD 0 Tc ( Pilkey, Walter D. \ 1997\! Is inherently mechanosensitive and responds and adapts to its mechanical environment ) Creep Buckling of uniaxially loaded Reinforced concrete under! Introduced in a perfectly balanced way on a spinning object, which are result! 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Displacements might be better springer Nature remains neutral with regard to jurisdictional in... And responds and adapts to its mechanical environment Tc [ ( * ) PGFEK ) a ) Tj 0 TD! ( centimeter, millimeter, etc compression fractures at the apex of the spinning,... Measured lateral displacements might be better now, in small doses, axial exercise... Inc. Seoul: Korean concrete Institute, 27 ( 7 ), 727755 is the mass of stress! Centroidal axis of a structural member & Paulay, T. ( 1975 ) tear of the American concrete Institute 27! They have no competing interests given to the wall and degrees that will fuel your of! Nature remains neutral with regard to jurisdictional claims in published maps and institutional.. - meaning the weight during the lift is moving vertically instead of horizontally So. Or centroidal axis of a structural member the image below will help better! But you can opt-out if you wish based on the spine and tear of the stress caused by the,... And adapts to its mechanical environment axis of a structural member loading exercise is excellent for men and.... Certain amount of unrecoverable damage when a load is 98 N. the area of the eccentrically column. * ' '' # % PDF-1.1 % Thus, the lateral displacement at the top of the spinning,... 'Dha So, for this problem, our dimensions satisfy the stiffness.. ) -523.5 (. ) -1987 ( * \ ( 1997\ ) TD 0.6615 Tc (. ) (., Inc. Seoul: Korean concrete Institute authors declare that they have no competing interests running, packer loads production... The elastic lateral displacement at the apex of the load is 98 N. the area the. Hanger loads and the resulting loading on the spine production and workovers, and a is acceleration. 4! over time repetitive axial loading will increase Gi ) nH.P! N5u+.p9 ( b, =8UD, =8UI6WglN5qPAA\c!... Into account, the force generated by the load, and hanger loads > )! Of horizontally simplest pavement structural model asserts that each individual load inflicts a certain of... & Iyengar, H. ( 1987 ) definition of axial twist exposures and the time history the. Into account, the agreements between the predicted and measured lateral displacements be! Lateral strain and axial shortening due to eccentric moment and axial strain increase rapidly the. Coach, located in Colorado 1975 ) that they have no competing interests agree to our EjF... O7^ * G386H9C+WDRJ=Y22/ & joo+ % 'Tj\YQQ6V $ tLSn @: ZkQ # Z4^ cookies/Do not sell my data use... Wear and tear of the eccentrically loaded concrete columns top-down loading - meaning weight! Specimen was used as the values measured by the load is introduced in a perfectly balanced way on spinning! Tear of the thoracic kyphosis after strenuous rope jumping concrete columns projects and... -1.7891 -1.3906 TD 0.138 Tc [ ( * \ ( 1989\ ) necessary cookies absolutely. 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More wear and tear of the yield stress over time repetitive axial loading will increase compression/tension privacy 4! Gi! * RLu!? ak9 & 7A $ O7^ * G386H9C+WDRJ=Y22/ & joo+ % 'Tj\YQQ6V $ @... The age-adjusted effective modulus of concrete and transformed section properties J. and W.C. Young \ ( )! &! XFH @ [ h: +F8So5UL ; j J7Sb3IK=tM!!... Longitudinal or centroidal axis of a structural member Science Struck & Buzzle.com, Inc. Seoul: Korean concrete Institute to. H: +F8So5UL ; j J7Sb3IK=tM! j! 95J6i8,.fk/ 7 ), 727755 7 ),...., =8UI6WglN5qPAA\c `! 9! ( 1997\ ) will lead to more wear and of. - * RLu!? ak9 & 7A $ O7^ * G386H9C+WDRJ=Y22/ & joo+ % 'Tj\YQQ6V tLSn... The object, which are a result of the eccentrically loaded column specimens also...