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NOTE: If you don t see the program portal option, then it s possible that either you are not signed in as the Team Agent or you are not yet fully enrolled in the program. You ll need to be enrolled and signed in as Team Agent to complete this section of the process. Click the link to go to the program portal. The program portal is where you manage all your certificate-related details, from devices to app IDs to provisioning profiles. I ll presume you already have your basic development certificate set up and that you ve previously deployed code to the device at a minimum and ideally for distribution. The first step here is to create an app ID (Figure 10-1).

70.83 123.5

14 2

1/0.0715

For cycle 2, Sf = 14.1 kpsi and N2 = 1.5(1013) . For cycle 3, Sf = a = 10 kpsi and N3 = 1.8(1015) . Extend the previous table:

Downloaded from Digital Engineering Library @ McGraw-Hill (www.digitalengineeringlibrary.com) Copyright 2004 The McGraw-Hill Companies. All rights reserved. Any use is subject to the Terms of Use as given at the website.

Enter the information required, enter a brief description, let it generate a new bundle seed ID, and enter the reverse-domain notation app bundle ID (that s the com.pushio.2push2 string for me), as shown in Figure 10-2.

N 2383

7 1 3 4 5 15 5 6 7

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The damage per block application according to Miner s rule is D = (1/Ni) = 1/2383 + 1/ + 1/ = 1/2383 The number of repetitions of the block is 1/D = 1/(1/2383) = 2383. For the original two cycles, the damage per block application is 1/ + 1/ = 0 and the number of repetitions is infinite. Note the risk of an analysis conclusion associated with not drawing how the cycles connect.

The critical locations of strength-limited designs can be identified as regions in which load-induced stresses peak as a result of distribution of bending moment and/or changes in geometry. Since the strength at the critical location in the geometry and at condition of use is required, it is often necessary to reflect the manufacturing process in this estimation. For heat-treatable steels under static loading, an estimate of yield or proof strength is required, and under fatigue loading, an estimate of the ultimate strength of the endurance limit is needed for an adequacy assessment. For the design process, strength as a function of intensity of treatment is required. In Chap. 33, the quantitative estimation methods of Crafts and Lamont and of Grossmann and Field for heat-treatable steels are useful. For cold work and cold heading, the methods of Datsko and Borden give useful estimates. Consider an eyebolt of cold-formed 1045 steel hot-rolled quarter-inch-diameter rod in the geometry of Fig. 29.14. The properties of the hot-rolled bar are Sy = 60 kpsi Su = 92.5 kpsi m = 0.14 f = 0.58 o = 140 kpsi

Downloaded from Digital Engineering Library @ McGraw-Hill (www.digitalengineeringlibrary.com) Copyright 2004 The McGraw-Hill Companies. All rights reserved. Any use is subject to the Terms of Use as given at the website.

Then, you ll see your new app ID in the list on the main manage App IDs page, as shown in Figure 10-3.

C13 J3-4

At section AA on the inside surface, the true strain is estimated as i = 1 2d ln 1 + 2 D = 1 2(0.25) ln 1 + 2 1

= | 0.203| = 0.203 The yield strength of the surface material at this location is estimated as, from Table 33.1, quo = 0.203 = 0.1015 1+1 qyo = 0.1015 = 0.0844 1 + 2(0.1015)

(Sy)tLc = o ( qyo)m = 140(0.0844)0.14 = 99 kpsi The ultimate strength at this location is estimated as, from Table 33.1, (Su)tLc = (Su)o exp ( quo) = 92.5 exp (0.1015) = 102.4 kpsi Both the yield strength and the ultimate strength have increased. They are nominally equal because the true strain of 0.203 exceeds the true strain of 0.14 which occurs at ultimate load. The yield strength has increased by 65 percent and the ultimate strength has increased by 11 percent at this location. The strength at the inside and outside surface at section BB has not changed appreciably. The changes at the sections above BB are improvements in accord with the local geometry. For dynamic strength, the endurance limits have changed in proportion to the changes in ultimate strength. At section AA the R. R. Moore endurance limit is estimated to be Se = Su 102.4 = = 51.2 kpsi 2 2

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