beton 1 plat
DESCRIPTION
perhitungan platTRANSCRIPT
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 5 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 467.46 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00320
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0031960 ><
mm2
A
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 979.02 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00691
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0069106 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 174.01450264 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 202.86 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.001801
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0018013 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 687.96 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006350
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0063504 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 217.079811 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.6667
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 467.46 / 0.80 = 584.33 kNmb . dx = 0.0660.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.066 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 979.02 / 0.80 = 1223.78 kNmb . dx = 0.1380.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.138 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00691Ø 12
649.6
174.014502635 mm
100 mm
1130.40 > As perlu = 649.60
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 202.86 / 0.80 = 253.58 kNmb . dx = 0.0380.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.038 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 687.96 / 0.80 = 859.95 kNmb . dx = 0.1280.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.128 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00635Ø 12
520.7
217.079810998 mm
200 mm
565.20 > As perlu = 520.73
Ø 12 - 200
β1
mm2
mm2
467.5 knm
979 knm
202.9 knm
688 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
649.60 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
520.73 OKmm2
53
111
23
78
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 4 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 381.46 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00259
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0025948 ><
mm2
B
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 848.74 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00594
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0059407 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 202.42558091 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 257.48 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.002296
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0022959 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 705.69 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006524
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0065239 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 211.30562456 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.3333
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 381.46 / 0.80 = 476.82 kNmb . dx = 0.0540.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.054 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 848.74 / 0.80 = 1060.92 kNmb . dx = 0.1200.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.120 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00594Ø 12
558.4
202.425580912 mm
200 mm
565.20 > As perlu = 558.43
Ø 12 - 200
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 257.48 / 0.80 = 321.85 kNmb . dx = 0.0480.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.048 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 705.69 / 0.80 = 882.12 kNmb . dx = 0.1310.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.131 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00652Ø 12
535.0
211.305624558 mm
200 mm
565.20 > As perlu = 534.96
Ø 12 - 200
β1
mm2
mm2
381.5 knm
848.7 knm
257.5 knm
705.7 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
558.43 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
534.96 OKmm2
40
89
27
74
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 6 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 485.10 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00332
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0033201 ><
mm2
C
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1005.48 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00711
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0071098 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 169.14053917 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 185.22 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.001643
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0016425 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 687.96 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006350
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0063504 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 217.079811 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 2
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 485.10 / 0.80 = 606.38 kNmb . dx = 0.0690.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.069 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1005.48 / 0.80 = 1256.85 kNmb . dx = 0.1420.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.142 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00711Ø 12
668.3
169.140539171 mm
100 mm
1130.40 > As perlu = 668.32
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 185.22 / 0.80 = 231.53 kNmb . dx = 0.0340.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.034 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 687.96 / 0.80 = 859.95 kNmb . dx = 0.1280.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.128 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00635Ø 12
520.7
217.079810998 mm
200 mm
565.20 > As perlu = 520.73
Ø 12 - 200
β1
mm2
mm2
485.1 knm
1005 knm
185.2 knm
688 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
668.32 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
520.73 OKmm2
55
114
21
78
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 5 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 505.43 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00346
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0034634 ><
mm2
D
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1058.54 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00751
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0075114 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 160.09782724 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 219.34 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.001950
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0019501 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 743.84 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006899
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0068991 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 199.81489687 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.6667
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 505.43 / 0.80 = 631.79 kNmb . dx = 0.0720.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.072 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1058.54 / 0.80 = 1323.18 kNmb . dx = 0.1500.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.150 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00751Ø 12
706.1
160.097827237 mm
100 mm
1130.40 > As perlu = 706.07
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 219.34 / 0.80 = 274.17 kNmb . dx = 0.0410.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.041 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
300 mm
376.80 > As perlu = 328.00
Ø 12 - 300
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 743.84 / 0.80 = 929.80 kNmb . dx = 0.1380.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.138 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00690Ø 12
565.7
199.814896871 mm
100 mm
1130.40 > As perlu = 565.72
Ø 12 - 100
β1
mm2
mm2
505.4 knm
1059 knm
219.3 knm
743.8 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
706.07 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
565.72 OKmm2
53
111
23
78
Ly/LxLx = 4
Mlx =
Mtx =
Mly =
Ly = 5 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 593.38 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00409
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0040877 ><
mm2
E
Maka cukup dipakai tulang dengan PperluDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1254.57 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00902
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0090220 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 133.29124032 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 305.16 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.002731
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0027310 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 966.36 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.009142
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0091419 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 150.79289924 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.25
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 593.38 / 0.80 = 741.72 kNmb . dx = 0.0840.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.084 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pperlu = 0.00409Ø 12
384.2
294.186537576 mm
200 mm
565.20 > As perlu = 384.25
Ø 12 - 200
Ø 10
20% x 384.25 = 76.8492
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1254.57 / 0.80 = 1568.21 kNmb . dx = 0.1770.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.177 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00902Ø 12
848.1
133.291240325 mm
100 mm
1130.40 > As perlu = 848.07
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 305.16 / 0.80 = 381.46 kNmb . dx = 0.0570.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.057 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 966.36 / 0.80 = 1207.94 kNmb . dx = 0.1800.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.180 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00914Ø 12
749.6
150.792899245 mm
100 mm
1130.40 > As perlu = 749.64
Ø 12 - 100
β1
mm2
mm2
593.4 knm
1255 knm
305.2 knm
966.4 knm
MpaMpa
384.25 OK
240 OK
MpaMpa
mm2
mm2
848.07 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
749.64 OKmm2
35
74
18
57
Ly/LxLx = 4
Mlx =
Mtx =
Mly =
Ly = 4 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 329.28 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00223
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0022331 ><
mm2
F
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 815.36 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00569
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0056950 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 211.1609728 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 329.28 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.002952
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0029523 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 815.36 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.007610
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0076096 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 181.15681769 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 329.28 / 0.80 = 411.60 kNmb . dx = 0.0470.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.047 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 815.36 / 0.80 = 1019.20 kNmb . dx = 0.1150.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.115 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00569Ø 12
535.3
211.160972802 mm
200 mm
565.20 > As perlu = 535.33
Ø 12 - 200
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 329.28 / 0.80 = 411.60 kNmb . dx = 0.0610.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.061 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 815.36 / 0.80 = 1019.20 kNmb . dx = 0.1520.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.152 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00761Ø 12
624.0
181.156817688 mm
100 mm
1130.40 > As perlu = 623.99
Ø 12 - 100
β1
mm2
mm2
329.3 knm
815.4 knm
329.3 knm
815.4 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
535.33 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
623.99 OKmm2
21
52
21
52
Ly/LxLx = 4
Mlx =
Mtx =
Mly =
Ly = 6 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 610.33 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00421
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0042089 ><
mm2
G
Maka cukup dipakai tulang dengan PperluDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1288.47 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00929
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0092878 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 129.47668596 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 288.21 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.002576
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0025759 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 966.36 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.009142
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0091419 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 150.79289924 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.5
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 610.33 / 0.80 = 762.91 kNmb . dx = 0.0860.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.086 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pperlu = 0.00421Ø 12
395.6
285.719421313 mm
200 mm
565.20 > As perlu = 395.63
Ø 12 - 200
Ø 10
20% x 395.63 = 79.126578
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1288.47 / 0.80 = 1610.59 kNmb . dx = 0.1820.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.182 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00929Ø 12
873.1
129.476685959 mm
100 mm
1130.40 > As perlu = 873.05
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 288.21 / 0.80 = 360.26 kNmb . dx = 0.0540.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.054 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 966.36 / 0.80 = 1207.94 kNmb . dx = 0.1800.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.180 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00914Ø 12
749.6
150.792899245 mm
100 mm
1130.40 > As perlu = 749.64
Ø 12 - 100
β1
mm2
mm2
610.3 knm
1288 knm
288.2 knm
966.4 knm
MpaMpa
395.63 OK
240 OK
MpaMpa
mm2
mm2
873.05 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
749.64 OKmm2
36
76
17
57
Ly/LxLx = 4
Mlx =
Mtx =
Mly =
Ly = 5 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 548.80 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00377
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0037704 ><
mm2
H
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1160.32 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00829
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0082903 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 145.05590391 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 282.24 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.002521
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0025214 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 893.76 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.008400
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0083996 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 164.11878995 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.25
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 548.80 / 0.80 = 686.00 kNmb . dx = 0.0780.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.078 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1160.32 / 0.80 = 1450.40 kNmb . dx = 0.1640.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.164 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00829Ø 12
779.3
145.055903913 mm
100 mm
1130.40 > As perlu = 779.29
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 282.24 / 0.80 = 352.80 kNmb . dx = 0.0520.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.052 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 893.76 / 0.80 = 1117.20 kNmb . dx = 0.1660.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.166 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00840Ø 12
688.8
164.118789945 mm
100 mm
1130.40 > As perlu = 688.77
Ø 12 - 100
β1
mm2
mm2
548.8 knm
1160 knm
282.2 knm
893.8 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
779.29 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
688.77 OKmm2
35
74
18
57
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 5 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 467.46 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2Momen nominal = Mlx /
Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00320
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0031960 ><
mm2
II
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.0833333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 979.02 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2Momen nominal = Mtx /
Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00691
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0069106 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 174.0145026354 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 202.86 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12Momen nominal = Mly /
Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.001801
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0018013 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.0833333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 687.96 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12Momen nominal = Mty /
Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006350
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0063504 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 217.0798109985 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.6667
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 467.46 / 0.80 = 584.33 kNmb . dx = 0.0660.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.066 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 979.02 / 0.80 = 1223.78 kNmb . dx = 0.1380.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.138 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00691Ø 12
649.6
174.014502635 mm
100 mm
1130.40 > As perlu = 649.60
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 202.86 / 0.80 = 253.58 kNmb . dx = 0.0380.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.038 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 687.96 / 0.80 = 859.95 kNmb . dx = 0.1280.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.128 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00635Ø 12
520.7
217.079810998 mm
200 mm
565.20 > As perlu = 520.73
Ø 12 - 200
β1
mm2
mm2
467.5 knm
979 knm
202.9 knm
688 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
649.60 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
520.73 OKmm2
53
111
23
78
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 4 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 381.46 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00259
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0025948 ><
mm2
JJ
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 848.74 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00594
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0059407 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 202.42558091 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 257.48 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.002296
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0022959 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 705.69 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006524
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0065239 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 211.30562456 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.3333
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 381.46 / 0.80 = 476.82 kNmb . dx = 0.0540.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.054 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 848.74 / 0.80 = 1060.92 kNmb . dx = 0.1200.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.120 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00594Ø 12
558.4
202.425580912 mm
200 mm
565.20 > As perlu = 558.43
Ø 12 - 200
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 257.48 / 0.80 = 321.85 kNmb . dx = 0.0480.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.048 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 705.69 / 0.80 = 882.12 kNmb . dx = 0.1310.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.131 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00652Ø 12
535.0
211.305624558 mm
200 mm
565.20 > As perlu = 534.96
Ø 12 - 200
β1
mm2
mm2
381.5 knm
848.7 knm
257.5 knm
705.7 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
558.43 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
534.96 OKmm2
40
89
27
74
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 6 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 485.10 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00332
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0033201 ><
mm2
KK
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1005.48 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00711
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0071098 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 169.14053917 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 185.22 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.001643
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0016425 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 687.96 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006350
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0063504 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 217.079811 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 2
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 485.10 / 0.80 = 606.38 kNmb . dx = 0.0690.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.069 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1005.48 / 0.80 = 1256.85 kNmb . dx = 0.1420.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.142 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00711Ø 12
668.3
169.140539171 mm
100 mm
1130.40 > As perlu = 668.32
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 185.22 / 0.80 = 231.53 kNmb . dx = 0.0340.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.034 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
200 mm
565.20 > As perlu = 328.00
Ø 12 - 200
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 687.96 / 0.80 = 859.95 kNmb . dx = 0.1280.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.128 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00635Ø 12
520.7
217.079810998 mm
200 mm
565.20 > As perlu = 520.73
Ø 12 - 200
β1
mm2
mm2
485.1 knm
1005 knm
185.2 knm
688 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
668.32 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
520.73 OKmm2
55
114
21
78
Ly/LxLx = 3
Mlx =
Mtx =
Mly =
Ly = 5 Mty =
Perhitungan Tulangan Lentur arah XLapangan Arah X = Tumpuan Arah XMlx = 505.43 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mlx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00346
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0034634 ><
mm2
LL
Maka cukup dipakai tulang dengan PminDirencanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 200
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mtx = 1058.54 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dx = h - tebal penutup beton - 1/2 x diameter tulang tarik = 120 - 20 - 1/2
Momen nominal = Mtx /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.00751
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0075114 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 160.09782724 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Perhitungan Tulangan Lentur arah YLapangan Arah Y = Tumpuan Arah YMly = 219.34 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mly /Rn = Mn /m = fy /
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.001950
Pmin = 1.400 / fy = 1.400
mm2
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0019501 ><Maka cukup dipakai tulang dengan Pmin
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 240 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
Direncanakan tulangan bagi :
Tulangan bagi = 20% x As =
As = 0.002 . B . H =
s = 0.25 . 3.14 . 10 .10 . 1000/ Asbagi =s = 5h = 600 mms = 450 mmdipilih yang terkecil, s = 327.08333333 ≈ 300
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan bagi :
Mty = 743.84 kNmTebal plat lantai (h) =Dipakai tulang tarik =Tebal selimut beton =Lebar plat =dy = h - tebal penutup beton - diameter tulangan tarik - 1/2 x diameter tulang tarik = 120 - 20 - 12
Momen nominal = Mty /Rn = Mn /m = fy /
mm2
Pperlu = 0.85 . fc'fy
= 0.85 x 25350
Pperlu = 0.006899
Pmin = 1.400 / fy = 1.400
Pmaks = 0.75 x Pb =
= 0.75 x 0.85 x 25 x350
Pmaks = 0.024445
Pperlu = 0.0068991 ><Maka cukup dipakai tulang dengan Pperlu
Direncanakan tulangan pokok :
Asperlu = p b dx =
s = 0.25 . 3.14 . 12 .12 . 1000/ Asperlu =s <= 2h = 240 mms <= 450 mmdipilih yang terkecil, s = 199.81489687 ≈ 100
Kontrol : As ada = 0.25 . 3.14 . 12 .12 . 1000/ s =
Maka dipakai tulangan pokok :
mm2
= 1.6667
0.001 x q x x Clx =
0.001 x q x x Ctx =
0.001 x q x x Cly =
0.001 x q x x Cty =
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 505.43 / 0.80 = 631.79 kNmb . dx = 0.0720.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.072 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Lx2
Lx2
Lx2
Lx2
β1
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
376.0
300.638297872 mm
200 mm
565.20 > As perlu = 376.00
Ø 12 - 200
Ø 10
20% x 376.00 = 75.2
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
x 12 = 94.0 mmφ = 1058.54 / 0.80 = 1323.18 kNmb . dx = 0.1500.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.150 x 16.47
350 0.85 x 25
/ 350 = 0.0040
mm2
mm2
mm2
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00751Ø 12
706.1
160.097827237 mm
100 mm
1130.40 > As perlu = 706.07
Ø 12 - 100
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 219.34 / 0.80 = 274.17 kNmb . dx = 0.0410.85 . Fc' = 16.47
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.041 x 16.47
350 0.85 x 25
/ 350 = 0.0040
β1
mm2
mm2
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pmin = 0.00400Ø 12
328.0
344.634146341 mm
300 mm
376.80 > As perlu = 328.00
Ø 12 - 300
Ø 10
20% x 328.00 = 65.6
240
327.083333333 mm
300 mm
261.666666667 > As bagi =
Ø 10 - 300
120 mm Mutu beton fc' = 2512 mm Mutu tulangan fy = 35020 mm β1 = 0.851000 mm
- 1/2 x 12.0 = 82φ = 743.84 / 0.80 = 929.80 kNmb . dx = 0.1380.85 . Fc' = 16.47
β1
mm2
mm2
mm2
mm2
mm2
1 -1 -
2 . Rn . M0.85 . fc'
1- 1 -2 x 0.138 x 16.47
350 0.85 x 25
/ 350 = 0.0040
0.75 x 0.85 x fc' x x 600fy 600 + fy
0.85 x 600600 + 350
Pmin = 0.0040Pmaks = 0.0244455
Maka cukup dipakai tulang dengan Pperlu = 0.00690Ø 12
565.7
199.814896871 mm
100 mm
1130.40 > As perlu = 565.72
Ø 12 - 100
β1
mm2
mm2
505.4 knm
1059 knm
219.3 knm
743.8 knm
MpaMpa
376.00 OK
240 OK
MpaMpa
mm2
mm2
706.07 OK
MpaMpa
mm2
328.00 OK
240 OK
MpaMpa
mm2
mm2
565.72 OKmm2
53
111
23
78
