contoh laporan perhitungan struktur argajogja okeee
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Laporan Perhitungan Struktur
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20 Mpafc' = 2,1.1
polos) < 13 mm
Peraturan dan Standar Perencanaan1. Peraturan Perencanaan Tahan Gempa untuk Gedung SNI - PPTGIUG 20002. Tata Cara Perhitungan Struktur Beton Untuk Gedung SKSNI 02-2847-20023. Tata Cara Perencanaan Struktur Baja Untuk Bangunan Dengan Metode LRFD ITB-20004. Pedoman Pembebanan Indonesia untuk Gedung 1983
Referensi1. Dewobroto, W., Aplikasi Rekayasa Konstruksi dengan SAP 2000, Elex Media Komputindo, Jakarta 20042. Wigroho, H. Y., Analisis dan Perancangan Struktur Frame menggunakan SAP 2000 versi 7.42, Andi
Offset, Yogyakarta, Februari 1999
3 Kusuma, Gideon, Desain Struktur Rangka Beton Bertulang Di Daerah Rawan Gempa, Erlangga, Jakarta, 19934. Salmon, Charles.G. Struktur Baja Desain dan Perilaku 1 dan 2, Gramedia Pustaka Utama, 19965. Widodo, Respon Dinamik Struktur Elastik, UII Press, Yogyakarta, September 2001
Program KomputerProgram Komputer yang digunakan untuk analisis desain Beton dan Baja adalah SAP 2000 v. 10.01dan Untuk pengolahan data dan perhitungan desain manual menggunakan program excel.
Bahan Struktur1. Beton
Kuat beton yang disyaratkan , fc’ =Modulus Elastisitas beton Ec = 4700. 04 Mpa
2. Baja TulanganTulangan di hitung menggunakan BJTP ( fy = 240 MPaTulangan di hitung menggunakan BJTD(deform) =>13 fy = 400 MPa
Asumsi yang Digunakan1. Pemodelan struktur 3-D (space frame) dilakukan dengan program komputer2. Efek P-delta diabaikan3. Plat lantai dianggap sebagai diafragma sangat kaku pada bidangnya
PembebananI. Beban pada PelatPelat lantaiA. Beban HidupBeban hidup (PPI’83 tabel 3.1) : 250 kg/m2
B. Beban MatiBeban mati lantai bangunan:Beton : 2400 kg/m3
Keramik : 25 Kg/m2
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Laporan Perhitungan Struktur
Spesi per cm tebalLangit-langit dan penggantung
: 21: 11
Kg/m2
Kg/m2
Beban mati pada plat lantai :
- Beton : 1x1x0,12x2400 288 Kg/m2
Berat pasir tebal 5 cm 0,05 x 15 = 75 Kg/m2
- Keramik : 1 x 1 x 25 25 Kg/m2
- Spesi : (0,03) x 21 63 Kg/m2
Beban mati pada platlantai : 451 Kg/cm2
Pelat AtapA. Beban Hidup
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Laporan Perhitungan Struktur
Beban hidup (PPI’83 tabel 3.1)
B. Beban Mati
: 100 kg/m2
Beban mati lantai bangunan:Beton : 2400 kg/m3
KeramikSpesi per cm tebalLangit-langit dan penggantung
: 25: 21: 11
Kg/m2
Kg/m2
Kg/m2
Beban mati pada plat lantai :- Beton : 1x1x0,10x2400 240 Kg/m2
- Spesi : (0,03) x 21 63 Kg/m2
Beban mati pada platlantai 303 Kg/cm2
2000, Tabel 3)
525.3933118. hi
. (V )Wi . hi
= 0,06.H3/4 = 0.286746523 < 0.51C=0.85/T = 2.96429052
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Laporan Perhitungan Struktur
II. Beban Akibat Atap
A. Beban MatiPenutup Atap Genting dengan reng usuk
(PPI’83 tabel 2.1):Luas Atap = 4 X 5
50 X 20
50 Kg/m2
==
20 m²1000 Kg
III. Beban Akibat Dinding
Beban Bata (PPI’83 tabel 2.1) : 250 kg/m2
Tinggi Dinding = 4 x 250= 1000 Kg/m
IV. Beban GempaPerhitungan Gaya Geser GempaPembatasan Waktu Getar T<ζ.n , Berada di Wilayah Gempa 4 ζ = 0.17 n = 2
Te
Faktor keutamaan (I) dan faktor respon gempa (R) I = 1 untuk Penghunian, (SNI - PPTGIUG
R = 3,5 (SNI - PPTGIUG 2000, Tabel 3) Gaya geser dasar horizontal akibat gempa
V = ((C1.I)/R).Wt =
Fi = Wi∑
miliki kekuatan minimal sebesa
LantaiTinggi (m) Berat (KN)
w*h Fx (Efektif) Fy (30% Fx)(h) (w)2 8.05 234.68116 1889.1833 287.60698 86.282092851 4.05 385.6617448 1561.9301 237.78634 71.3359007
620.3429048 3451.1134
Kombinasi Pembebanan
Semua Komponen struktur dirancang me r kekuatan yang dihitung berdasarkan pilihan beban kombinasi berikut ini;1. Kombinasi 1 1,2D + 1,6 L2. Kombinasi 2 1,05D + 0,6 L + 1,05E3. Kombinasi 3 1,05D + 0,6 L - 1,05Edengan D = Dead Load (Mati)
L = Live Load (Hidup)E = Earth Quake (Gempa)
Dimensi FrameBalok : B1 = 200 X 350 mm
B2 = 200 X 300 mmB3=BL = 150 X 150 mm
Kolom: K1 = 250 X 250 mm `K2 = 200 X 250 mmKA = 150 X 150 mmKø = 200 X 200 mm
Plat lantai :
Pelat lantai menggunakan shell yang dapat menggantikan ditribusi beban segitiga dan trapesium
Perencanaan Frame Bangunan
Perencanaan Balok
Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser diperoleh data Dari concrete frame design SAP2000 v.10.01, diambil contoh perhitungan desain balok B2 ukuran B20X30, dan untuk perhitungan desain balok lainnya kami tabelkan1. Daerah tumpuanDari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :
a. Tulangan longitudinalTulangan perlu bagian atas A = 114 mm2Digunakan 3 P- 12
3 x 113.14286 = 339.4285714 mm2Cek Apakai > Aperlu 339.42857 > 114 Ok
Tulangan perlu bagian bawah A = 56 mm2Digunakan 2 P- 12
2 x 113.14286 = 226.2857143 mm2Cek Apakai > Aperlu 226.28571 > 56 Ok
b. Tulangan geser
Av .
s
perlu 0.001 mm2/mm
Digunakan tulangan Diameter 8 Luas 100.57143 mm2
jarak 100 mmAv .
sAktual =
100.5714286 100 = 1.0057143 mm2/mm
Cek Av .
sperlu < Av.
sAktual = 0.001 < 1.005714286 Ok
2. Daerah lapanganDari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :
a. Tulangan longitudinalTulangan perlu bagian atas A = 28 mm2Digunakan 2 P- 12
2 x 113.14286 = 226.2857143 mm2Cek Apakai > Aperlu 226.28571 > 28 Ok
Tulangan perlu bagian bawah A = 58 mm2Digunakan 3 P- 12
3 x 113.14286 = 339.4285714 mm2Cek Apakai > Aperlu 339.42857 > 58 Ok
b. Tulangan geser
Av .s
perlu 0.003 mm2/mm
Digunakan tulangan Diameter 8 Luas 100.57143 mm2 jarak 150 mm
Av .
sAktual =
100.5714286 150 = 0.6704762 mm2/mm
Cek Av .
sperlu < Av.
sAktual = 0.003 < 0.67047619 Ok
Perencanaan Kolom
Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser pada kolom diperoleh data Dari concreteframe design SAP 2000 v.10.01, diambil contoh perhitungan desain kolom K1 ukuran 25x25, dan untuk perhitungan desain kolom lainnya kami tabelkan
a. Tulangan longitudinalTulangan perlu bagian atas A = 663 mm2Digunakan 8 P- 12
8 x 113.14286 = 905.1428571 mm2Cek Apakai > Aperlu 905.14286 > 663 Ok
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20 MPa00 MPa2 m
0.2 m
b. Tulangan geser
Av .
s
perlu 0.0001 mm2/mm
Digunakan tulangan Diameter 8 Luas 100.57143 mm2 jarak 100 mm
Av .
sAktual =
100.5714286 100 = 1.0057143 mm2/mm
Cek Av .
sperlu < Av.
sAktual = 0.0001 < 1.005714286 Ok
Perencanaan Pondasi
Berikut ini adalah contoh perhitungan pondasi, diambil gaya aksial maksimum pada setiap kolomnya, diambil contoh perhitungan pondasi P1 , untuk perhitungan yang lain kami tabelkan,gtanah 18 KN/m3 stanah 150 KN/m2 fc’fy
4Kedalaman tanahJenis fondasi TelapakH (tebal) asumsi
Tabel data analisis gaya-gaya DalamTABLE: Element Forces - Frames
Frame Station OutputCase CaseType P M3
99 0 COMB1 Combination 106.97 0.2
Desain Tebal Pondasi
Mn = (Me portal memanjang) + (0,3 × Me portal melintang)
Pn = Plt.1 portal memanjang + Plt.1 portal melintang
e = Mn
Pn 0.2
106.97 0.001869683 m
σ neto tanah = σijin tanah – {γ tanah.(Z-h)}-{γ beton. h} = 131.4 KN/m2B= Lebar = 1 m
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±L = Panjang = 1 m ⎛ 6e ⎞⎜ ⎟
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= 92.0
904 KN904 < 27.1
+ (d + b kolom
c
q = Pn ×A
⎛⎜1 ±⎝ 6e ⎞⎟L ⎠
q max = 162,976 KN/m2
q min = 139,336 KN/m2
Cek geser satu arahqc = 0,5 (q max + qmin) = 106.97 KN/m2 d = h - pb – 0.5.Øtulangan = 0.1235 m
qu3 = Pn⎧⎪ Mu.+ ⎨ (d + 0 , 5 . h
⎫kolom )⎪⎬A ⎪ 1⎩⎪ 12
. b 3
l ⎪⎪⎭= 107.5664 KN/m2
m = (0,5.L) – d – (0,5.h kolom) 0.2515 m
Vu = ⎛ q +⎜ max qu 3 ⎞⎟.m.L = 27.128852 KN⎝Vc = 1
6
2
f' c
⎠. L.d 51465 KN
0, 6 Vc = 55.23087θ. Vc > Vu = 55.23087 28852 Ok
Cek geser dua arahb0 = 2 × {(d + h kolom ) )} = 1.394 m
βc =sisi panjang =pondasi 1sisi pendek pondasi
Vu = qc × {(B
× L ) − ((d + h kolom ). (d + b kolom ))}= 94.04510907 KN⎛ ⎞Vc1 = ⎜ 1 + 1⎟. 1 f' c. b0. d
= 256.63948 KN⎜ β ⎟ 6⎝Vc2 =
1
3
⎠f' c . b0. d
= 256.63948 KN
Diantara Vc1 dan Vc2 ambil yang terkecil Vpakai 256.63948 KNθ. Vc > Vu = 153.9836908 > 94.045109 Ok
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= 4.66 K
mm Mpa Mpa
Perencanaan Pelat
Berikut ini adalah contoh perhitungan pelat tersebut
Beban Ultimit Qu =1,2Wd + 1,6Wl = 5.412 + 4= 9.412 KN/m2
Pelat Tipe ASisi Terpendek Lx = 3 mSisi Terpanjang Ly = 3.05 m
Ly . =Lx
3.05 3 = 1.02
Sehingga Didapat Nilai Koofisien Momen Mlx = 44Mltx = 44Mly = 44Mty = 44
Mlx = -Mtx = 0,001.Qu. lx² . clx = 4 KNmMly = -Mty = 0,001.Qu. lx² . clx = 4 KNm
Perhitungan Tulangan Mlx = -Mtx
Mu .φ 4 Nm
0.8
d = hpelat - pb - 0,5Ø = 95fc' = 20fy = 240
ρ min
= 1 , 4 =fy
1 , 4
240= 0 , 00583
ρ b = 0 , 85 . fc ' ⎛. β 1 .⎜ 600 ⎞⎟ = 0.043006
fy ⎝ 600 + fy ⎠ρ
max =
R
0 , 75 . ρMu / φ b = 0.0322545
= =n b . d 2 0.315636
m = fy = 14.1176470 , 85
1 ⎡ . fc '
2 . R . m ⎤ρ perlu = ⎢ 1 − 1 − n ⎥ = 0.0021846
m fy
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ρperlu < ρmin
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ada . fy = 4.73
. fc '. b
2) = 7.45303587 KNm
6.1963902 KNm
6.1963902 KNm587 > 6.19
maka digunakan 1,33rperlu 0.002905559Asperlu = ρ.b.d = 276.0281084 mm2
Digunakan tulanganJarak tulangan :
8 Luas 50.285714 mm2
Spakai ≤As φ .b
= 50.285714 1000
276.0281084As perlu
= 182.17606 mm
Digunakan 8 P - 150 mm
As ada =As φ .b
= 335.2381 mm2
S pakai
Ce As ada > As Perlu = 335.2380952 > 276.02811 mm2 Ok
Cek kapasitas lentur arah x:
a = As
0 , 8527731
Mn = As.fy.(d-a/
1,33 Mu =0,8
Mu pakai =Cek Mn > Mu 7.45303 63902 Ok
Perhitungan Tulangan Mly = -Mty
Mu .φ 4 =
0.84.66 KNm
d = hpelat - pb - 0,5Ø - Ø = 87 mmfc' = 20 Mpafy = 240 Mpaρ
min
= 1, 4 =fy
1, 4
240= 0 , 00583
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ρ b = 0 , 85 . fc ' ⎛. β 1 .⎜ 600 ⎞⎟ = 0.043006
fy ⎝ 600 + fy ⎠ρ max
= 0 , 75 . ρ b
= 0.0322545
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8 P-As φ .bS pakai
952 > 302
ρ max
R n= Mu / φ =
b . d 2 0.6155291
m = fy = 14.1176470 , 85
1 ⎡ . fc '
2 . R . m ⎤ρ perlu = ⎢ 1 − 1 − n ⎥ = 0.0026129
m fy
ρperlu < ρmin
maka digunakan 1,33rperlu 0.003475153
Asperlu = ρ.b.d = 302.3383039 mm2
Digunakan tulanganJarak tulangan :
8 Luas 50.285714
Spakai ≤As φ .b
= 50.285714 1000
302.3383039As perlu = 166.32267 mm
Digunakan 150 mm
As ada = = 335.2381 mm2
Ce As ada > As Perlu = 335.2380 .3383 mm2 Ok
Cek kapasitas lentur arah x:
a = As ada . fy= 4.7327731
0 , 85 . fc '. b
Mn = As.fy.(d-a/2) = 6.809378727 KNm
1,33 Mu
0,8= 6.1963902 KNm
Mu pakai = 6.1963902 KNmCek Mn > Mu 6.809378727 > 6.1963902 Ok
Perencanaan SloofPada struktur ini digunakan sloof ukuran S (20x30)untuk contoh perhitungannya sama seperti perhitungan balok diatas. Hasil hitungan langsung kami tabelkan
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n As Aktual Cek di Pasang Av/mm² m
8 905.14286 Aman 8 P- 128 905.14286 Aman 8 P- 12
n As Aktual Cek di Pasang Av/mm² m
6 678.85714 Aman 4 P- 126 678.85714 Aman 4 P- 12
TABLE: Concrete Design 1 - Beam Summary Data - ACI 318-99
Tumpuan Section b h As perlu Ø Luas n As Aktual Cek di Pasang Av/S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas B1 200 350 396 12 113.14 5 565.71429 Aman 5P- 12 0.215 8 101 100 1.00571429 Aman P 8 - 100bawah B1 200 350 256 12 113.14 3 339.42857 Aman 3P- 12 0.215 8 101 100 1.00571429 Aman P 8 - 100
Lapangan b h As perlu Ø Luas n As Aktual Cek di Pasang Av / S Ø Luas jarak di Pasang8 mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas B1 200 350 126 12 113.14 3 339.42857 Aman 3P- 12 0.001 8 101 150 0.67047619 Aman P 8 - 150bawah B1 200 350 275 12 113.14 5 565.71429 Aman 5P- 12 0.001 8 101 150 0.67047619 Aman P 8 - 150
Tumpuan Section b h As perlu Ø Luas n As Aktual Cek di Pasang Av/S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas B2 200 300 114 12 113.14 3 339.42857 Aman 3P- 12 0.001 8 101 100 1.00571429 Aman P 8 - 100bawah B2 200 300 56 12 113.14 2 226.28571 Aman 2P- 12 0.215 8 101 100 1.00571429 Aman P 8 - 100
Lapangan b h As perlu Ø Luas n As Aktual Cek di Pasang Av / S Ø Luas jarak di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas B2 200 300 28 12 113.14 2 226.28571 Aman 2P- 12 0.003 8 101 150 0.67047619 Aman P 8 - 150bawah B2 200 300 58 12 113.14 3 339.42857 Aman 3P- 12 0.215 8 101 150 0.67047619 Aman P 8 - 150
Tumpuan Section b h As perlu Ø Luas n As Aktual Cek di Pasang Av/S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas B3 150 150 32 12 113.14 2 226.28571 Aman 2P- 12 0.001 8 101 100 1.00571429 Aman P 8 - 100bawah B3 150 150 16 12 113.14 2 226.28571 Aman 2P- 12 0.001 8 101 100 1.00571429 Aman P 8 - 100
Lapangan b h As perlu Ø Luas n As Aktual Cek di Pasang Av / S Ø Luas jarak di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas B3 150 150 8 12 113.14 2 226.28571 Aman 2P- 12 0.001 8 101 150 0.67047619 Aman P 8 - 150bawah B3 150 150 10 12 113.14 2 226.28571 Aman 2P- 12 0.001 8 101 150 0.67047619 Aman P 8 - 150
TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99
b h As perlu Ø Luas S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² m²/mm mm mm² mm mm²/mm
Tumpuan K1 250 250 663 12 113.14 0.0001 8 101 100 1.00571429 Aman P 8 - 100Lapangan K1 250 250 663 12 113.14 0.0001 8 101 100 1.00571429 Aman P 8 - 100
b h As perlu Ø Luas S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² m²/mm mm mm² mm mm²/mm
Tumpuan K2 200 250 500 12 113.14 0.0001 8 101 100 1.00571429 Aman P 8 - 100Lapangan K2 200 250 500 12 113.14 0.0001 8 101 100 1.00571429 Aman P 8 - 100
b h As perlu Ø Luas n As Aktual Cek di Pasang Av/S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Tumpuan KP 150 150 225 12 113.14 4 452.57143 Aman 4P- 12 0.0001 8 101 150 0.67047619 Aman P 8 - 150Lapangan KP 150 150 225 12 113.14 4 452.57143 Aman 4P- 12 0.0001 8 101 150 0.67047619 Aman P 8 - 150
b h As perlu Ø Luas n As Aktual Cek di Pasang Av/S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Tumpuan Kø 200 200 314 12 113.14 4 452.57143 Aman 4P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100Lapangan Kø 200 200 314 12 113.14 4 452.57143 Aman 4P- 12 0.0001 8 101 100 1.00571429 Aman P 8 - 100
TABLE: Concrete Design 1 - Sloof Summary Data - ACI 318-99
Tumpuan Section b h As perlu Ø Luas n As Aktual Cek di Pasang Av/S Perlu Ø Luas jarak Av/S Aktual Cek di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas S 200 300 128 10 78.571 2 157.14286 Aman 2P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150bawah S 200 300 63 10 78.571 2 157.14286 Aman 2P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150
Lapangan b h As perlu Ø Luas n As Aktual Cek di Pasang Av / S Ø Luas jarak di Pasangmm² mm mm² mm² mm²/mm mm mm² mm mm²/mm
Atas S 200 300 45 10 78.571 2 157.14286 Aman 2P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150bawah S 200 300 57 10 78.571 2 157.14286 Aman 2P- 10 0.001 8 101 150 0.67047619 Aman P 8 - 150
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4.117647 14.11765 14.117647.6155291 0.516226 0.6155291.0058333 0.005833 0.0058333.0026129 0.002185 0.0026129.0034752 0.002906 0.0034752.0322545 0.032254 0.0322545.0034752 0.002906 0.0034752302.3383 276.0281 302.3383
8 8 80.285714 50.28571 50.28571466.32267 182.1761 166.32267
Pelat LantaiPelat tipe A
ly 3.05 3.05 3.05 3.05lx 3 3 3 3
ly/lx 1.02Lx Ly tx ty
koofisien 44 44 44 44Mu ( kNm ) 4 4 4 4Mu/0.8 4.65894 4.65894 4.65894 4.65894f'c ( Mpa ) 20 20 20 20fy ( Mpa ) 240 240 240 240rho b 0.043006 0.043006 0.043006 0.043006Tebal 120 120 120 120Penutup Beton 21 21 21 21Ø (mm) 8 8 8 8d ( mm ) 95 87 95 87m 14.11765 1Rn 0.516226 0rho min 0.005833 0rho perlu 0.002185 01.33 rho perlu 0.002906 0rho max 0.032254 0rho pakai 0.002906 0As 276.0281Ø (mm) 8Luas tul 50.28571 5S 182.1761 1S pakai ( mm ) 150 150 150 150As ada 335.2381 335.2381 335.2381 335.2381a 4.732773 4.7327731 4.732773 4.7327731Mn 7.453036 6.8093787 7.453036 6.80937871.33Mu/0.8 6.19639 6.1963902 6.19639 6.1963902Mu pakai 6.19639 6.1963902 6.19639 6.1963902Keterangan AMAN AMAN AMAN AMAN
Tipe Pelat A A A APanjang (m) 3.05 3.05 3.05 3.05Lebar m 3 3 3 3Ø (mm) 8 8 8 8Jarak S (mm) 150 150 150 150
Perhitungan Tulangan Pelat
Rekapitulasi Penulangan Plat
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1 1.3
1 1.69
108.17 127.118798
105.77 121.875284
106.97 124.4970410.1235 0.17350.2515 0.3515
107.5664 126.06223
Desain Tebal PondasiDesain Pondasi
keterangan satuan P1 P2
h kolom m 0.25 0.25b kolom m 0.2 0.25Øtul asum. mm 13 13
Pb mm 70 70
σ ijin tanah KN/m2150 150
δ tanah KN/m318 18
fy Mpa 400 400f'c Mpa 20 20
Bj beton KN/m324 24
Kedalaman m 1.5 1.5αs 20 20
h pondasi m 0.2 0.25
Mu KNm 0.2 0.96
Pu KN 106.97 210.4
e m 0.00186968 0.00456274
σ neto KN/m2131.4 133.5
Asumsi dimensi
B pakai m 1 1.3
L pakai m
A pakai m2
q max KN/m2
q min KN/m2
Geser satu arah (B=L)
qc KN/m2
d mm m
qu3 KN/m2
Vu KN 27.1288523 57.8455355Vc KN 92.0514651 168.1150440.6*Vc KN 55.230879 100.869026kontrol Aman Aman
Geser dua arah
b0 m 1.394 1.694
βc 1 1Vu KN 94.0451091 188.071176Vc1 KN 256.639485 438.133669Vc2 KN 256.639485 438.133669Vc pakai KN 256.639485 438.1336690.6*Vc KN 153.983691 262.880201kontrol aman aman
Perhitungan Tulangan Pondasiketerangan satuan P1 P2
f'c Mpa 20 20fy Mpa 400 400
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87.934668 460.806559980 460240 240
400 50010 10
8.5398163 78.539816396.349541 157.079633
190 150190 150
B pakai m 1 1.3L pakai m 1 1.3h pakai mm 200 250Øtul asumsi mm 13 13
beton cover mm 70 70d mm 123.5 173.5
q max KN/m2108.17 127.118798
q min KN/m2105.77 121.875284
li m 0.25 0.4
q2 KN/m2107.57 125.505409
Mu KNm 3.3709375 10.1049683Mn KNm 4.21367188 12.6312104
As' mm294.7744461 202.228793
a mm 2.22998697 4.75832453
As perlu mm286.0741033 184.536415
As min mm2432.25 607.25
1,33 As per. mm2114.478557 245.433432
As pakai mm2114.478557 245.433432
Ø tul mm 12 12
A1Ø2mm 113.097336 113.097336
S mm 9SpakaiSpakaitulangan susut
AsØ tul mm
A1Ø2mm 7
S mm 1SpakaiSpakai
Rekapitulasi Penulangan PondasiP1 P2
Panjang m 1 1.3Lebar m 1 1.3Tebal m 0.2 0.25Ø tul mm 12 12
S jarak mm 150 150
Ø tul susut m 10 10
S jarak mm 190 150
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50 COMB1 5000 COMB1 625
25 COMB1 62550 COMB1 663.77976
0 COMB1 22525 COMB1 22500 COMB1 22500 COMB1 22550 COMB1 225
0 COMB1 314.159265425 COMB1 314.159265450 COMB1 314.1592654
TABLE: Combination DefinitionsComboName ComboType CaseType CaseName ScaleFactor SteelDesign ConcDesign AlumDesign ColdDesig
Text Text Text Text Unitless Yes/No Yes/No Yes/No Yes/NoCOMB1 Linear Add Linear Static DEAD 1.2 No Yes No NoCOMB1 Linear Static LIVE 1.6COMB2 Linear Add Linear Static DEAD 1.05 No No No NoCOMB2 Linear Static LIVE 0.6COMB2 Linear Static QUAKE 1.05COMB3 Linear Add Linear Static DEAD 1.05 No No No NoCOMB3 Linear Static LIVE 0.6COMB3 Linear Static QUAKE -1.05
n
TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99Frame DesignSect DesignType DesignOpt Status Location PMMCombo PMMArea PMMRatio MajComVbMajReb VMinCombo VMinRebar ErrMsg WarnMsgText Text Text Text Text mm Text mm2 Unitless Text mm2/mm Text mm2/mm Text Text
90 K20X25 Column Design No Messages 0 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 2025 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 2700 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 2700 COMB1 500 COMB1 0 COMB1 0 No Messages No Messages90 K20X25 Column Design No Messages 40 COMB1 0 COMB1 0 No Messages No Messages32 K25X25 Column Design No Messages COMB1 0 COMB1 0 No Messages No Messages32 K25X25 Column Design No Messages 20 COMB1 0 COMB1 0 No Messages No Messages32 K25X25 Column Design No Messages 40 COMB1 0 COMB1 0 No Messages No Messages
120 KP Column Design No Messages COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 20 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 27 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 27 COMB1 0 COMB1 0 No Messages No Messages120 KP Column Design No Messages 40 COMB1 0 COMB1 0 No Messages No Messages166 KO20 Column Design No Messages COMB1 0 COMB1 0 No Messages No Messages166 KO20 Column Design No Messages 20 COMB1 0 COMB1 0 No Messages No Messages166 KO20 Column Design No Messages 40 COMB1 0 COMB1 0 No Messages No Messages
TABLE: Concrete Design 2 - Beam Summary Data - ACI 318-99
Frame DesignSect DesignType Status Location FTopCombo FTopArea FBotCombo FBotArea VCombo VRebar TLngCombo TLngArea TTrnCombo TTrnRebar
Text Text Text Text mm Text mm2 Text mm2 Text mm2/mm Text mm2 Text mm2/mm
1 S20X30 Beam No Messages 0 COMB1 128.2593989 COMB1 (Sp) 63.58297499 COMB1 0 COMB1 0 COMB1 0
1 S20X30 Beam No Messages 450 COMB1 58.7730701 COMB1 (Sp) 45.5770671 COMB1 0 COMB1 0 COMB1 0
1 S20X30 Beam No Messages 900 COMB1 (Sp) 45.5770671 COMB1 (Sp) 45.5770671 COMB1 0 COMB1 0 COMB1 0
1 S20X30 Beam No Messages 1350 COMB1 (Sp) 45.5770671 COMB1 57.8115631 COMB1 0 COMB1 0 COMB1 0
1 S20X30 Beam No Messages 1800 COMB1 (Sp) 45.5770671 COMB1 106.7736834 COMB1 0 COMB1 0 COMB1 0
1 S20X30 Beam No Messages 2250 COMB1 (Sp) 45.5770671 COMB1 149.4869779 COMB1 0 COMB1 0 COMB1 0
1 S20X30 Beam No Messages 2700 COMB1 0 COMB1 185.7314165 COMB1 0 COMB1 0 COMB1 0
81 B20X35 Beam No Messages 0 COMB1 396.511655 COMB1 (Sp) 256.1647747 COMB1 0 COMB1 237.758879 COMB1 0.33237968
81 B20X35 Beam No Messages 500 COMB1 348.5212858 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 237.758879 COMB1 0.33237968
81 B20X35 Beam No Messages 1000 COMB1 307.9079084 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 237.758879 COMB1 0.33237968
81 B20X35 Beam No Messages 1000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 238.111734 COMB1 0.331683219
81 B20X35 Beam No Messages 1500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 238.111734 COMB1 0.331683219
81 B20X35 Beam No Messages 2000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 238.111734 COMB1 0.331683219
81 B20X35 Beam No Messages 2000 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535
81 B20X35 Beam No Messages 2500 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535
81 B20X35 Beam No Messages 3000 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535
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32.11296172 COMB1 (Sp) 28.1231235
28.12312358 COMB1 (Sp) 28.1231235
28.12312358 COMB1 (Sp) 28.1231235
28.12312358 COMB1 41.0499948
28.12312358 COMB1 52.8481048
28.12312358 COMB1 58.2556119
28.12312358 COMB1 57.2392463
28.12312358 COMB1 49.8052787
28.12312358 COMB1 35.9993286
28.12312358 COMB1 (Sp) 28.1231235
28.12312358 COMB1 (Sp) 28.1231235
43.22138879 COMB1 (Sp) 28.1231235
82.87129077 COMB1 (Sp) 41.1615563
81 B20X35 Beam No Messages 3500 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535
81 B20X35 Beam No Messages 4000 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535
81 B20X35 Beam No Messages 4500 COMB1 (Sp) 126.2207871 COMB1 275.7903156 COMB1 0 COMB1 315.188008 COMB1 0.148365535
81 B20X35 Beam No Messages 4500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 0
81 B20X35 Beam No Messages 5000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 0
81 B20X35 Beam No Messages 5500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 0
81 B20X35 Beam No Messages 6000 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 0
81 B20X35 Beam No Messages 6500 COMB1 (Sp) 126.2207871 COMB1 (Sp) 126.2207871 COMB1 0 COMB1 0 COMB1 0
81 B20X35 Beam No Messages 7000 COMB1 0 COMB1 57.35427257 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 0 COMB1 32.97589802 COMB1 (Sp) 16.36308274 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 500 COMB1 12.99809858 COMB1 (Sp) 8.151027348 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 1000 COMB1 (Sp) 8.151027348 COMB1 (Sp) 8.151027348 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 1500 COMB1 (Sp) 8.151027348 COMB1 10.965829 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 2000 COMB1 (Sp) 8.151027348 COMB1 15.28803584 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 2500 COMB1 (Sp) 8.151027348 COMB1 14.45051128 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 3000 COMB1 (Sp) 8.151027348 COMB1 8.465078137 COMB1 0 COMB1 0 COMB1 0
96 BL15X15 Beam No Messages 3500 COMB1 2.59086877 COMB1 (Sp) 1.29467415 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 0 COMB1 114.0432652 COMB1 (Sp) 56.4999912 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 500 COMB1 69.57970717 COMB1 (Sp) 28.12312358 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 1000 COMB1 8 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 1500 COMB1 (Sp) 8 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 2000 COMB1 (Sp) 8 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 2500 COMB1 (Sp) 6 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 3000 COMB1 (Sp) 2 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 3500 COMB1 (Sp) 5 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 4000 COMB1 (Sp) 2 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 4500 COMB1 (Sp) 2 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 5000 COMB1 (Sp) 6 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 5500 COMB1 (Sp) 8 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 6000 COMB1 (Sp) 8 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 6500 COMB1 8 COMB1 0 COMB1 0 COMB1 0
180 RB20X30 Beam No Messages 7000 COMB1 6 COMB1 0 COMB1 0 COMB1 0
TABLE: Load Case DefinitionsLoadCase DesignType SelfWtMult AutoLoad
Text Text Unitless TextDEAD DEAD 1LIVE LIVE 0QUAKE QUAKE 0 USER LOADS
TABLE: Material Properties 04 - Design ConcreteMaterial Fc RebarFy RebarFys LtWtConc LtWtFact
Text N/mm2 N/mm2 N/mm2 Yes/No UnitlessCONC 20 400 240 No 1
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TABLE: Element Forces - Frames
Frame Station OutputCase CaseType P V2 V3 T M2 M3 FrameElem ElemStation
Text m Text Text KN KN KN KN-m KN-m KN-m Text m
31 0 COMB1 Combination -210.4079759 -0.591142852 -0.508612689 -5.65E-02 -0.795333957 -0.718761802 238 0
31 1.425 COMB1 Combination -207.8900009 -0.591142852 -0.508612689 -5.65E-02 -7.06E-02 0.123616762 238 1.425
31 2.85 COMB1 Combination -205.3720259 -0.591142852 -0.508612689 -5.65E-02 0.654212205 0.965995326 238 2.85
99 0 COMB1 Combination -106.9673517 -4.84E-02 3.61E-02 3.59E-02 -8.81E-02 7.79E-02 156 0
99 1.425 COMB1 Combination -104.9529717 -4.84E-02 3.61E-02 3.59E-02 -0.13952272 0.146928714 156 1.425
99 2.85 COMB1 Combination -102.9385917 -4.84E-02 3.61E-02 3.59E-02 -0.190951119 0.215937929 156 2.85
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[email protected] www.argajogja.co.nr phone : 081328784647
[email protected] www.argajogja.co.nr phone : 081328784647
[email protected] www.argajogja.co.nr phone : 081328784647