<
From version < 44.1 >
edited by StruSoft Developers
on 2019/05/09 11:31
To version < 44.2 >
edited by StruSoft Developers
on 2019/05/09 11:33
>
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... ... @@ -408,7 +408,7 @@
408 408  **M** is current moment.
409 409  
410 410  
411 -Curvature with respect to shrinkage is considered according to 2.2.2 above.
411 +Curvature with respect to shrinkage is considered according to(% style="color:#e74c3c" %) 2.2.2(%%) above.
412 412  
413 413  
414 414  (% style="text-align: justify;" %)
... ... @@ -417,13 +417,30 @@
417 417  (% style="text-align: justify;" %)
418 418  α = ζ α,,II,, + (1 - ζ) α,,I,,
419 419  
420 +
420 420  (% style="text-align: justify;" %)
421 -where: α is in this case the curvature calculated for the uncracked and fully cracked conditions,
422 +where:
422 422  
424 +(% style="text-align: justify;" %)
425 +α is in this case the curvature calculated for the uncracked and fully cracked conditions,
423 423  
427 +ζ is a distribution coefficient given by ζ = 1 - β (σ,,sr,, / σ,,s,,)^^2^^
424 424  
429 +ζ is zero for uncracked sections,
425 425  
431 +β is a coefficient taking account of the influence of the duration of the loading or of repeated loading on the average strain,
432 +
433 +σ,,s,, is the stress in the tension steel calculated on the basis of a crack- ed section,
434 +
435 +σ,,sr,, is the stress in the tension steel calculated on the basis of a cracked section under the loading which will just cause cracking at the section being considered.
436 +
437 +
438 +(% class="box warningmessage" style="text-align: justify;" %)
426 426  (((
440 +Note that stresses and moment of inertia are calculated with applied reinforcement if it is selected, otherwise with required reinforcement.
441 +)))
442 +
443 +(((
427 427  ----
428 428  )))
429 429  
... ... @@ -432,11 +432,53 @@
432 432  
433 433  == Material properties ==
434 434  
452 +
453 +**Concrete**
454 +
455 +
456 +[[image:1557394141236-821.png||height="358" width="397"]]
457 +
458 +
459 +* **Ultimate limit states:**
460 +Continuous line is used.
461 +
462 +* **Servicibility limit states:**
463 +Stage II is used (dashed line, without horizontal section).
464 +
465 +
466 +**Steel**
467 +
468 +
469 +[[image:1557394271242-563.png||height="333" width="484"]]
470 +
471 +
472 +* **Ultimate limit states:**
473 +**B** graph with horizontal line is used.
474 +
475 +* **Servicibility limit states:**
476 +The same as ultimate but without safety factor.
477 +
478 +
435 435  == Longitudinal reinforcement ==
436 436  
437 437  (% lang="EN-US" style="font-family:~"Times New Roman~",~"serif~"; font-size:12pt; letter-spacing:-0.05pt" %)**Analysis of second order effects with axial load**
438 438  
483 +According to EC2 5.8.
439 439  
485 +
486 +For calculation of 2nd order effect Nominal curvature method (5.8.8) is used.
487 +• If there is no compression force in the section the eccentricity is equal to
488 +0,0.
489 +• Buckling lengths l0x and l0y are specified by the user.
490 +• Curvature:
491 +1 / r = kr kϕ 1 / r0
492 +where: kr is a correction factor depending on axial load,
493 +κϕ is a factor for taking account of creep,
494 +1 / r0 = εyd / (0,45 d),
495 +d is the effective depth,
496 +
497 +
498 +
440 440  == Stirrups ==
441 441  
442 442  === Shear ===
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