Perhitungan Tulangan Tangga
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Project : Penulangan Tangga PIK Office Submit : Mr. Rene PENULANGAN PLAT TANGGA ATAS DAN BAWAH Data - data - Balok diambil bentang yang terpanjang - Tumpuan jepit-jepit tebal plat 0.12 m fc' (beton) 29.05 Mpa tebal spesi 2 cm fy' (baja) 320 Mpa tebal tegel 1 cm d' 20 mm beban plafond 0 kg/m2 L 2.5 m beban penggantung 0 kg/m2 optred 0.18 m beban AC + pipa 0kg/m2 antrade 0.29 m tebal air hujan 0m a 32.6 deraj at beban guna 300 kg/m2 Gambar Rencana 880.44 kg/m 1,387.12 kg/m 1.6 m 0.93 m 2.5m q = 1,387.12 kg/m2 Pembebanan Beban terbagi rata Beban mati pelat = [0.12/cosA + 0.29/2] x 2400 = 689.933 kg/m2 spesi = 2 x 21 = 42 keramik = 1 x 24 = 24 plafond = 0 penggantung = 0 AC + pipa = 0 DD = 755.933 kg/m2 Beban hidup air hujan = 0 kg/m2 guna = 300 DL 300 kg/m2 Beban berfaktor D = 1,2 x 755.93 + 1,6 x 300 = 1387.12 kg/m2 Statika - Tumpuan jepit-jepit - Beban merata q = 1387.12 kg/m2 L = 2.5 m - Beban terpusat plat anak tangga tengah 93 x 145 cm (bordes) P = 1.5 x 0.5 x 0.93 x 1,387.12 = 967.52kg L =2.5 - 0.5 x 45 = 2.275m Mtangga = 1/10 x 1,387.12 x 2.5^2 = 866.949kgm Mbordes = 0.9 x 967.52 x 2.275 = 792.395kgm 2.5 Penulangan Penula ngan tangg a Mu 866.95 kgm b 1450 mm fc' (beton) 29.05 Mpa h 120 mm fy' (baja) 320 Mpa d' 20 mm pmin = 1,4 / 320 = 0.0044 pmaks = 0, 75 x (0,85 x 29 .05) /320 x 0, 85 x [6 00 /( 60 0+ 32 0) ] = 0.0321 Mu = 866.95 kgm = 8.67 kNm d = 120 - 20 = 100 mm j = 0.8 Rn = (8.67 x 10^6) = 0.7474 Mpa (0,8 x 1450 x 100^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.7474)/29.05]} = 0.0261 As (mm2) p = 0.0261 x 29.05/320 = 0.0024 > 0.0044 634.375 < 0.0321 4651.86067 ppakai = 0.0044 As = 0.0044 x 145 0 x 100 = 634.38 mm2 As' = 0.002 x 1450 x 100 = 290.00 mm2 Tulangan (tul tarik) 634.38 D12 - 175 ( 646 mm2 ) Tulangan (tul tekan 290.00 D8 - 200 ( 251 mm2 ) Penulangan bordes Mu 792.40 kgm b 1450 mm fc' (beton) 29.05 Mpa h 120 mm fy' (baja) 320 Mpa d' 20 mm CALCULATION SHEET BORDES FLIGHT/ANAK TANGGA
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Perhitungan Tulangan Tangga
Transcript of Perhitungan Tulangan Tangga
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Project : Penulangan Tangga PIK Office
Submit : Mr. Rene
PENULANGAN PLAT TANGGA ATAS DAN BAWAH
Data - data- Balok diambil bentang yang terpanjang
- Tumpuan jepit-jepit
tebal plat 0.12 m fc' (beton) 29.05 Mpa
tebal spesi 2 cm fy' (baja) 320 Mpa
tebal tegel 1 cm d' 20 mm
beban plafond 0 kg/m2 L 2.5 m
beban penggantung 0 kg/m2 optred 0.18 m
beban AC + pipa 0 kg/m2 antrade 0.29 m
tebal air hujan 0 m a 32.6 derajat
beban guna 300 kg/m2
Gambar Rencana
880.44 kg/m
1,387.12 kg/m
1.6 m
0.93 m 2.5 m
q = 1,387.12 kg/m2
PembebananBeban terbagi rata
Beban mati
pelat =
[0.12/cosA + 0.29/2] x 2400 = 689.933 kg/m2
spesi = 2 x 21 = 42
keramik = 1 x 24 = 24
plafond = 0
penggantung = 0
AC + pipa = 0
DD = 755.933 kg/m2
Beban hidup
air hujan = 0 kg/m2
guna = 300
DL 300 kg/m2
Beban berfaktor
D = 1,2 x 755.93 + 1,6 x 300 = 1387.12 kg/m2
Statika- Tumpuan jepit-jepit
- Beban merata
q = 1387.12 kg/m2
L = 2.5 m
- Beban terpusat plat anak tangga tengah 93 x 145 cm (bordes)
P = 1.5 x 0.5 x 0.93 x 1,387.12 = 967.52 kg
L = 2.5 - 0.5 x 45 = 2.275 m
Mtangga = 1/10 x 1,387.12 x 2.5^2 = 866.949 kgm
Mbordes = 0.9 x 967.52 x 2.275 = 792.395 kgm
2.5
PenulanganPenulangan tangga
Mu 866.95 kgm b 1450 mm
fc' (beton) 29.05 Mpa h 120 mm
fy' (baja) 320 Mpa d' 20 mm
pmin = 1,4 / 320 = 0.0044
pmaks = 0,75 x (0,85 x 29.05)/320 x 0,85 x [600/(600+320)]
= 0.0321
Mu = 866.95 kgm = 8.67 kNm
d = 120 - 20 = 100 mm
j = 0.8
Rn = (8.67 x 10^6) = 0.7474 Mpa
(0,8 x 1450 x 100^2)
W = 0,85 { 1 -sqrt[1 - (2,353 x 0.7474)/29.05]}
= 0.0261 As (mm2)
p = 0.0261 x 29.05/320 = 0.0024 > 0.0044 634.375
< 0.0321 4651.86067
ppakai = 0.0044
As = 0.0044 x 1450 x 100 = 634.38 mm2
As' = 0.002 x 1450 x 100 = 290.00 mm2
Tulangan (tul tarik) 634.38 D12 - 175 ( 646 mm2 )
Tulangan (tul tekan 290.00 D8 - 200 ( 251 mm2 )
Penulangan bordes
Mu 792.40 kgm b 1450 mm
fc' (beton) 29.05 Mpa h 120 mm
fy' (baja) 320 Mpa d' 20 mm
CALCULATION SHEET
BORDES FLIGHT/ANAK TANGGA
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Project : Penulangan Tangga PIK Office
Submit : Mr. Rene
CALCULATION SHEET
pmin = 1,4 / 320 = 0.0044
pmaks = 0,75 x (0,85 x 29.05)/320 x 0,85 x [600/(600+320)]
= 0.0321
Mu = 792.40 kgm = 7.92 kNm
d = 120 - 20 = 100 mm
j = 0.8
Rn = (7.92 x 10^6) = 0.6831 Mpa
(0,8 x 1450 x 100^2)
W = 0,85 { 1 -sqrt[1 - (2,353 x 0.6831)/29.05]}
= 0.0238 As (mm2)
p = 0.0238 x 29.05/320 = 0.0022 > 0.0044 634.375
< 0.0321 4651.86067
ppakai = 0.0044
As = 0.0044 x 1450 x 100 = 634.38 mm2
As' = 0.002 x 1450 x 100 = 290.00 mm2
Tulangan (tul tarik) 634.38 D13 - 100 ( 1,327 mm2 )
Tulangan (tul tekan) 290.00 D10 - 175 ( 449 mm2 )
DETAIL PENULANGAN TANGGA
D13-100
D13-100
D10-175
D10-175
D10-175
D13-100
D10-175
D13-100
D10-175
D10-175
D10-175 D13-100
