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Roof Slab RESULTS AND DISCUSSION

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3. RESULTS AND DISCUSSION

3.1 Roof

Tabel 3.1 steel profile used on pressure section Label length m force N Profil length of weld L1 used mm L2 used mm a1 15,011 -143565.92 2L.75.75.8 100 50 a2 15,011 -143693.36 a3 15,011 -129253.16 a4 15,011 -113230.32 a5 15,011 -96975.8 v1 0.3281 -6777.16 2L.60.60.6 40 20 v2 0.6648 -10320.64 v3 0.9717 -14202.36 v4 1.3027 -18517.16 Tabel 3.2 steel profile used on pull section Label length m force N Profile length of weld L1 used mm L2 used mm b1 1.37 132789.8 2L.60.60.6 100 50 b2 1.37 119799.56 b3 1.37 104544.8 b4 1.37 89432.12 b5 2.6 55521.92 d1 1.7 16245.04 2L.60.60.6 40 20 d2 1.91 20688.88 d3 2.16 23674.84 d4 2.45 54895.64

3.2 Slab

Table 3.3 reinforcement and moment design of roof slab Slab type Moment needed kN.m Main reif. Calculated mm Main reinf. used mm Devide reinf. calculated mm Devide reinf. Used mm Moment desain kN.m A 3,5x3,5 M lx + = 1,247 D10-175 D10-175 - - 7.066 M ly + = 1,247 D10-200 D10-175 - - 5.357 Mt x - = 3,087 D10-175 D10-175 D8-250 D8-250 7.066 Mt y - = 3,087 D10-200 D10-175 D8-250 D8-250 5.357 B 7x3,5 M lx + = 1,808 D10-175 D10-175 - - 7.066 M ly + = 0,473 D10-200 D10-175 - - 5.357 Mt x - = 3,572 D10-175 D10-175 D8-250 D8-250 7.066 Mt y - = 2,453 D10-200 D10-175 D8-250 D8-250 5.357 6 C 3x3 M lx + = 0,904 D10-175 D10-175 - - 7.066 M ly + = 0,904 D10-200 D10-175 - - 5.357 Mt x - = 2,238 D10-175 D10-175 D8-250 D8-250 7.066 Mt y - = 2,238 D10-200 D10-175 D8-250 D8-250 5.357 D 4,5x3 M lx + = 1,549 D10-175 D10-175 - - 7.066 M ly + = 0,732 D10-200 D10-175 - - 5.357 Mt x - = 3,271 D10-175 D10-175 D8-250 D8-250 7.066 Mt y - = 2,453 D10-200 D10-175 D8-250 D8-250 5.357 Table 3.4 reinforcement and moment desain floor slab Slab type Moment needed kN.m Main reif. Calculated mm Main reinf. used mm Devide reinf. calculated mm Devide reinf. Used mm Moment desain kN.m A 3,5x3,5 M lx + = 2,003 D10-140 D10-140 - - 11.192 M ly + = 2,003 D10-155 D10-140 - - 9.042 Mt x - = 4,961 D10-140 D10-140 D8-200 D8-200 11.192 Mt y - = 4,961 D10-155 D10-140 D8-200 D8-200 9.042 B 7x3,5 M lx + = 2,944 D10-140 D10-140 - - 11.192 M ly + = 0,722 D10-155 D10-140 - - 9.042 Mt x - = 5,818 D10-140 D10-140 D8-200 D8-200 11.192 Mt y - = 3,995 D10-155 D10-140 D8-200 D8-200 9.042 C 3x3 M lx + = 1,472 D10-140 D10-140 - - 11.192 M ly + = 1,472 D10-155 D10-140 - - 9.042 Mt x - = 3,645 D10-140 D10-140 D8-200 D8-200 11.192 Mt y - = 3,645 D10-155 D10-140 D8-200 D8-200 9.042 D 4,5x3 M lx + = 2,523 D10-140 D10-140 - - 11.192 M ly + = 1,192 D10-155 D10-140 - - 9.042 Mt x - = 5,327 D10-140 D10-140 D8-200 D8-200 11.192 Mt y - = 3,995 D10-155 D10-140 D8-200 D8-200 9.042 Tabel 3.5 reinforcement and desain of slab moment at basement wall. Slab type Moment needed kN.m Main reif. Calculated mm Main reinf. used mm Devide reinf. calculated mm Devide reinf. Used mm Moment desain kN.m Top slab section 3,5X2m M lx + = 10,484 D10-135 D10-125 - - 33.602 M ly + = 6,054 D10-125 D10-125 - - 38.469 Mt x - = 0,000 D10-125 D10-125 D10-190 D10-190 38.469 Butom slab section 3,5X2m Mt y - = 16,833 D10-135 D10-125 - - 33.602 M lx + = 19,004 D10-125 D10-125 - - 38.469 M ly + = 10,974 D10-125 D10-125 D10-195 D10-190 38.469 7 Top slab section 3X2m Mt x - = 0,000 D10-135 D10-125 - - 33.602 Mt y - = 30,513 D10-125 D10-125 - - 38.469 M lx + = 8,121 D10-125 D10-125 D10-190 D10-190 38.469 Butom slab section 3X2m M ly + = 6,054 D10-135 D10-125 - - 33.602 Mt x - = 0,000 D10-125 D10-125 - - 38.469 Mt y - = 15,504 D10-125 D10-125 D10-195 D10-190 38.469 Tabel 3.6 basement reinforcement slab. Slab type Moment needed kN.m Main reif. Calculated mm Main reinf. used mm Devide reinf. calculated mm Devide reinf. Used mm Moment desain kN.m M lx + = 15,187 D16-150 D16-150 - - 67.328 M ly + = 15,187 D16-160 D16-150 - - 59.048 Mt x - = 37,607 D16-150 D16-150 D10-155 D10-155 67.328 Mt y - = 37,607 D16-160 D16-150 D10-155 D10-155 59.048 M lx + = 28,386 D16-150 D16-150 - - 67.328 M ly + = 8,308 D16-160 D16-150 - - 59.048 Mt x - = 57,464 D16-150 D16-150 D10-155 D10-155 67.328 Mt y - = 39,463 D16-160 D16-150 D10-155 D10-155 59.048 M lx + = 10,681 D16-150 D16-150 - - 67.328 M ly + = 10,681 D16-160 D16-150 - - 59.048 Mt x - = 26,450 D16-150 D16-150 D10-155 D10-155 67.328 Mt y - = 26,450 D16-160 D16-150 D10-155 D10-155 59.048

3.3 Stairs

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