# Changes for page Concrete Design

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edited by StruSoft Developers
on 2019/05/09 11:31
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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 ===