<
From version < 62.2 >
edited by Fredrik Lagerström
on 2020/04/02 08:06
To version < 63.1 >
edited by Fredrik Lagerström
on 2020/04/02 08:09
>
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1 1  {{box cssClass="floatinginfobox" title="**Contents**"}}
2 -{{toc /}}
2 +{{toc/}}
3 3  {{/box}}
4 4  
5 5  (% style="text-align: justify;" %)
6 -FEM-Design performs design calculations for reinforced concrete-, steel- and timber structures according to Eurocode. The following design considers EC2 (standard) and the National Annex (NA) for Denmark, Finland, Germany, Hungary, Romania, Norway, Sweden, Poland and United Kingdom.
6 +FEM-Design performs design calculations for reinforced concrete-, steel- and timber structures according to Eurocode. The following design considers EC1992-1-1 (standard) with the following National Annexes (NA) for:
7 7  
8 +* Denmark
9 +* Estonia
10 +* Finland
11 +* Germany
12 +* Hungary
13 +* Norway
14 +* Poland
15 +* Romania
16 +* Sweden
17 +* United Kingdom.
8 8  
9 9  = {{id name="Design forces"/}}{{id name="Design forces"/}}Design forces =
10 10  
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102 102  [[image:1543504296967-109.png||height="60" width="122"]]
103 103  
104 104  (% style="text-align: justify;" %)
105 -where:
115 +where:  
106 106  
107 107  (% style="text-align: justify;" %)
108 108  n = E,,s,, / E,,c ,,and S,,s,, is the statical moment of (here) X-directional bars around the Y axis of the calculation plane.
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170 170  (% class="mark" %)VSd < VRd1(%%)
171 171  
172 172  
173 -where:
183 +where:  
174 174  
175 175  V,,Sd,, is the design shear force;
176 176  
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200 200  **Punching with shear reinforcement**
201 201  
202 202  (% style="text-align: justify;" %)
203 -A concrete compression check on **u,,0,,** is made according to 6.4.5 (6.53). Reinforcement is calculated with regard to critical perimeters u,,1,,, u,,2,,, ... u,,nReinf ,,according to 6.4.5 (6.52 ).
213 +A concrete compression check on **u,,0,,** is made according to 6.4.5 (6.53). Reinforcement is calculated with regard to critical perimeters u,,1,,, u,,2,,, ... u,,nReinf  ,,according to 6.4.5 (6.52 ).
204 204  
205 205  (% style="text-align: justify;" %)
206 206  (u,,i,, are control perimeters above the reinforced region, distance between them is ”Perimeter distance”, defined in the calculation parameter).
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210 210  A concrete shear check on **u,,out,,** is made for a capacity calculated according to 6.4.4 (6.47)
211 211  
212 212  (% style="text-align: justify;" %)
213 -(**u,,out,,** is either the first perimeter that does not need reinforcement, or if it is not found, the perimeter that is** k d,,eff,,** distance from the outer perimeter of the reinforcement).
223 +(**u,,out,,** is either the first perimeter that does not need reinforcement, or if it is not found, the perimeter that is** k d,,eff,,** distance from the outer perimeter of the reinforcement).
214 214  
215 215  
216 216  (% style="text-align: justify;" %)
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286 286  
287 287  **σ,,s,, **is the stress in the tension reinforcement assuming a cracked section. For pretensioned members, σ,,s,, may be replaced by &Delta;σ,,p,, the stress variation in prestressing tendons from the state of zero strain of the concrete at the same level,
288 288  
289 -**α,,e,,**= is the ratio** Es / Ecm**
299 +**α,,e,,**= is the ratio** Es / Ecm**
290 290  
291 291  **A,,p,,** and **A,,c,eff,,** are as defined in (% style="color:#e74c3c" %)7.3.2 (3)(%%),
292 292  
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326 326  **k,,1,,** is a coefficient which takes account of the bond properties of the bonded reinforcement:
327 327  
328 328  
329 -**k,,1,,** =** 0,8 **for high bond bars,
339 +**k,,1,,** =** 0,8 **for high bond bars,
330 330  
331 331  **k,,1,,** **= 1,6** for bars with an effectively plain surface (e.g. prestressing tendons),
332 332  
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407 407  **M** is current moment.
408 408  
409 409  
410 -Curvature with respect to shrinkage is considered according to(% style="color:#e74c3c" %) 2.2.2(%%) above.
420 +Curvature with respect to shrinkage is considered according to(% style="color:#e74c3c" %) 2.2.2(%%) above.
411 411  
412 412  
413 413  (% style="text-align: justify;" %)
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572 572  [[image:1557398781245-600.png||height="193" width="441"]]
573 573  
574 574  (% style="text-align: justify;" %)
575 -The required cross-sectional area of the longitudinal reinforcement for torsion** &Sigma;A,,sl,,** may be calculated from:
585 +The required cross-sectional area of the longitudinal reinforcement for torsion** &Sigma;A,,sl,,** may be calculated from:
576 576  
577 577  [[image:1557398836470-691.png||height="46" width="203"]]
578 578  
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695 695  * **Minimum distance:**
696 696  The clear distance (horizontal and vertical) between individual parallel bars or horizontal layers of parallel bars should be not less than the maximum of k,,1,, bar diameter, (d,,g,, + k,,2,, mm) or 20 mm where d,,g,, is the maximum size of aggregate.
697 697  
698 -
699 699  * **Maximum distance:**
700 700  The longitudinal bars should be so arranged that there is at least one bar at each corner, the others being distributed uniformly around the inner periphery of the links, with a spacing not greater than 350 mm.
701 701  
702 -
703 703  **Lengthening and anchorage**
704 704  
705 705  * **Because of shear effect (//shift rule//):**
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757 757  l,,b,min,, > max (0,6 l,,b,rqd,,; 10 φ; 100 mm),
758 758  Rule given for compression is used.
759 759  
760 -
761 761  == Stirrups ==
762 762  
763 763  === Shear ===
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794 794  [[image:1557404308626-814.png||height="80" width="280"]]
795 795  
796 796  (% style="text-align: justify;" %)
797 -**A,,sl,,** is the area of the tensile reinforcement, which extends: ≥ (**l,,bd,,** +** d**) beyond the section aonsidered (see Figure 6.3), **b,,w,,** is the smallest width of the cross-section in the tensile area [mm],
804 +**A,,sl,,** is the area of the tensile reinforcement, which extends: ≥ (**l,,bd,,** +** d**) beyond the section aonsidered (see Figure 6.3), **b,,w,,** is the smallest width of the cross-section in the tensile area [mm],
798 798  
799 799  σ,,cp,, = N,,Ed,, / A,,c,, < 0,2 f,,cd,, [MPa],
800 800  
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805 805  **V,,Rd,c,,**,, ,,is [N]
806 806  
807 807  (% style="text-align: justify;" %)
808 -The recommended value for **C,,Rd,c,,** is **0,18 / γ,,c,,**, that for** v,,min,,** is given by the expression below and that for **k,,1,,** is **0,15**.
815 +The recommended value for **C,,Rd,c,,** is **0,18 / γ,,c,,**, that for** v,,min,,** is given by the expression below and that for **k,,1,,** is **0,15**.
809 809  
810 810  [[image:1557404927126-189.png||height="24" width="136"]]
811 811  
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