Laporan Perhitungan Struktur
Peraturan dan Standar Perencanaan 1. Peraturan Perencanaan Tahan Gempa untuk Gedung SNI - PPTGIUG 2000 2. Tata Cara Perhitungan Struktur Beton Untuk Gedung SKSNI 02-2847-2002 3. Tata Cara Perencanaan Struktur Baja Untuk Bangunan Dengan Metode LRFD ITB-2000 4. Pedoman Pembebanan Indonesia untuk Gedung 1983 Referensi 1. Dewobroto, W., Aplikasi Rekayasa Konstruksi dengan SAP 2000, Elex Media Komputindo, Jakarta 2004 2. 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, 1993 4. Salmon, Charles.G. Struktur Baja Desain dan Perilaku 1 dan 2, Gramedia Pustaka Utama, 1996 5. Widodo, Respon Dinamik Struktur Elastik, UII Press, Yogyakarta, September 2001 Program Komputer Program 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 Struktur 1. Beton Kuat beton yang disyaratkan , fc’ =
fc ' Modulus Elastisitas beton Ec = 4700. 2. Baja Tulangan Tulangan di hitung menggunakan BJTP (polos) < 13 mm Tulangan di hitung menggunakan BJTD(deform) =>13
20 Mpa 4 = 2,1.10 fy = fy =
Mpa 240 MPa 400 MPa
Asumsi yang Digunakan 1. Pemodelan struktur 3-D (space frame) dilakukan dengan program komputer 2. Efek P-delta diabaikan 3. Plat lantai dianggap sebagai diafragma sangat kaku pada bidangnya Pembebanan I. Beban pada Pelat Pelat lantai A. Beban Hidup Beban hidup (PPI’83 tabel 3.1)
: 250 kg/m
2
B. Beban Mati Beban mati lantai bangunan: Beton
: 2400
kg/m3
Keramik
: 25
Kg/m
2
1
Laporan Perhitungan Struktur 2
Spesi per cm tebal
: 21
Kg/m
Langit-langit dan penggantung
: 11
Kg/m2
288
Kg/m2
Beban mati pada plat lantai : - Beton Berat pasir tebal 5 cm
: 1x1x0,12x2400
Kg/m2
0,05 x 15 = 75
- Keramik
: 1 x 1 x 25
25
Kg/m2
- Spesi Beban mati pada plat lantai
: (0,03) x 21
63
Kg/m
: 451
2
Kg/cm2
Pelat Atap A. Beban Hidup
2
Laporan Perhitungan Struktur
: 100 kg/m
Beban hidup (PPI’83 tabel 3.1)
2
B. Beban Mati Beban mati lantai bangunan: Beton
: 2400
kg/m3
Keramik
: 25
Kg/m2
Spesi per cm tebal
: 21
Kg/m2
Langit-langit dan penggantung
: 11
Kg/m
240
Kg/m2
63
Kg/m
2
Beban mati pada plat lantai : - Beton
: 1x1x0,10x2400
- Spesi : (0,03) x 21 Beban mati pada plat lantai
303 Kg/cm
2
2
3
Laporan Perhitungan Struktur
II. Beban Akibat Atap A. Beban Mati Penutup Atap Genting dengan reng usuk (PPI’83 tabel 2.1): Luas Atap = 4 X 5 50 X 20 III. Beban Akibat Dinding : 250 kg/m2 Beban Bata (PPI’83 tabel 2.1) Tinggi Dinding = 4 x 250 = 1000 Kg/m
2 50 Kg/m
20 m² 1000 Kg
= =
IV. Beban Gempa Perhitungan Gaya Geser Gempa Pembatasan Waktu Getar T<ζ.n , Berada di Wilayah Gempa 4
ζ =
3/4
Te = 0,06.H = 0.286746523 < C=0.85/T = 2.96429052 Faktor keutamaan (I) dan faktor respon gempa (R) I = 1 untuk Penghunian, (SNI - PPTGIUG 2000, Tabel 3) R = 3,5 (SNI - PPTGIUG 2000, Tabel 3) Gaya geser dasar horizontal akibat gempa V = ((C1.I)/R).Wt = 525.3933118
Fi
=
Wi . hi . (V Wi hi . ∑
0.17
n=
0.51
)
4
2
Laporan Perhitungan Struktur
Tinggi (m) (h)
Lantai 2 1
Berat (KN) (w) w*h Fx (Efektif) Fy (30% Fx) 234.68116 1889.1833 287.60698 86.28209285 385.6617448 1561.9301 237.78634 71.3359007 620.3429048 3451.1134
8.05 4.05
Kombinasi Pembebanan
Semua Komponen struktur dirancang memiliki kekuatan minimal sebesar kekuatan yang dihitung berdasarkan pilihan beban kombinasi berikut ini; 1. Kombinasi 1 1,2D + 1,6 L 2. Kombinasi 2 1,05D + 0,6 L + 1,05E 3. Kombinasi 3 1,05D + 0,6 L - 1,05E dengan D = Dead Load (Mati) L = Live Load (Hidup) E = Earth Quake (Gempa) Dimensi Frame Balok :
Kolom:
B1 B2 B3=BL K1 K2 KA Kø
= = = = = = =
200 200 150 250 200 150 200
X X X X X X X
350 300 150
mm mm mm
250 250 150 200
mm mm mm mm
`
5
Laporan Perhitungan Struktur
Plat lantai : Pelat lantai menggunakan shell yang dapat menggantikan ditribusi beban segitiga dan trapesium
Perencanaan Frame Bangunan
6
Laporan Perhitungan Struktur
Perencanaan Balok Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser diperoleh data Dari concrete frame design SAP 2000 v.10.01, diambil contoh perhitungan desain balok B2 ukuran B20X30, dan untuk perhitungan desain balok lainnya kami tabelkan 1. Daerah tumpuan Dari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :
a. Tulangan longitudinal Tulangan perlu bagian atas A = Digunakan
114 3 P3x
Cek Apakai > Aperlu Tulangan perlu bagian bawah A = Digunakan Cek Apakai > Aperlu b. Tulangan geser Av s
.
Digunakan tulangan Diameter
perlu
56 2 P2x
mm2 12 113.14286 = 339.42857 >
339.4285714 mm2 114 Ok
mm2 12 113.14286 = 226.28571 >
226.2857143 mm2 56 Ok
0.001 mm2/mm 8 Luas
100.57143 mm2 7
Laporan Perhitungan Struktur
jarak
Cek
Av . s
Aktual =
.
perlu <
Av s
100.5714286 100 Av. s
Aktual =
100 mm =
1.0057143
0.001
<
mm2/mm 1.005714286 Ok
2. Daerah lapangan Dari sap 2000 v.10.01 diperoleh data luas tulangan untuk elemen tersebut :
a. Tulangan longitudinal Tulangan perlu bagian atas A = Digunakan
28 2 P2x
Cek Apakai > Aperlu Tulangan perlu bagian bawah A = Digunakan Cek Apakai > Aperlu b. Tulangan geser Av s
.
perlu
58 3 P3x
mm2 12 113.14286 = 226.28571 >
226.2857143 mm2 28 Ok
mm2 12 113.14286 = 339.42857 >
339.4285714 mm2 58 Ok
0.003 mm2/mm
8
Laporan Perhitungan Struktur
Digunakan tulangan Diameter
Cek
Av . s
Aktual =
.
perlu <
Av s
8 Luas jarak 100.5714286 = 150 Av. s
Aktual =
100.57143 mm2 150 mm 0.6704762
0.003
<
mm2/mm 0.67047619 Ok
Perencanaan Kolom Berikut ini adalah hasil desain tulangan longitudinal maupun tulangan geser pada kolom diperoleh data Dari concrete frame design SAP 2000 v.10.01, diambil contoh perhitungan desain kolom K1 ukuran 25x25, dan untuk perhitungan desain kolom lainnya kami tabelkan
a. Tulangan longitudinal Tulangan perlu bagian atas A = Digunakan Cek Apakai > Aperlu
663 8 P8x
mm2 12 113.14286 = 905.14286 >
905.1428571 mm2 663 Ok
9
Laporan Perhitungan Struktur
b. Tulangan geser Av s
.
perlu
0.0001 mm2/mm
Digunakan tulangan Diameter Av . s
Aktual =
.
perlu <
Av s
Cek
8 Luas jarak 100.5714286 = 100 Av. s
100.57143 mm2 100 mm 1.0057143
0.0001 <
Aktual =
mm2/mm 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’ 20 MPa fy 400 MPa Kedalaman tanah 2m Jenis fondasi Telapak H (tebal) asumsi 0.2 m Tabel data analisis gaya-gaya Dalam TABLE: Element Forces - Frames Frame
Station 99
OutputCase 0 COMB1
CaseType Combination
P
M3
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
σ neto tanah = σijin tanah – {γ tanah.(Z-h)}-{γ beton. h} B= Lebar = 1m L = Panjang = 1m 6e ⎞ ⎛ ⎜1 ± ⎟
m =
131.4 KN/m2
10
Laporan Perhitungan Struktur
Pn A
q=
6e ⎞ ⎛ ⎜1 ± ⎟ L ⎠ ⎝
×
q max = 162,976 KN/m2 q min = 139,336 KN/m2 Cek geser satu arah qc = 0,5 (q max + qmin) = d = h - pb – 0.5.Øtulangan = qu3 =
⎧ ⎪⎪ Mu. + ⎨ ⎪ ⎪⎩
Pn A
106.97 KN/m2 0.1235 m
(d
⎬ ⎪ ⎪⎭
107.5664 KN/m2
= m = (0,5.L) – d – (0,5.h kolom)
0.2515 m
Vu =
⎛ q max + qu 3 ⎞ ⎜ ⎟.m.L 2 ⎝ ⎠
=
27.128852
KN
Vc =
1 6
=
92.051465
KN
f' c . L.d
0, 6 Vc = θ. Vc > Vu =
55.23087904 55.23087904 <
Cek geser dua arah b0 = 2 × {(d + h kolom
×
) + (d
KN 27.128852
+ b kolom
sisi panjang pondasi = sisi pendek pondasi
βc = Vu = qc
⎫
) ⎪⎪
+ 0 , 5 . h kolom 1 .b 3 l 12
{(B
× L
) − ((d
Vc1 = ⎛⎜ 1 + 1⎞⎟. 1 f' c . b0. d ⎜β ⎟ 6 ⎝ c ⎠
)} =
1.394
). (d
))}
+ b kolom
KN =
256.63948
KN
=
256.63948
KN
Diantara Vc1 dan Vc2 ambil yang terkecil Vpakai θ. Vc > Vu = 153.9836908 >
256.63948 94.045109
KN
Vc2 =
1 3
f' c . b0. d
m
1
+ h kolom
= 94.04510907
Ok
Ok
11
Laporan Perhitungan Struktur
Perencanaan Pelat Berikut ini adalah contoh perhitungan pelat tersebut Beban Ultimit Qu =1,2Wd + 1,6Wl = =
5.412 + 9.412 KN/m2
Pelat Tipe A Sisi Terpendek Lx = Sisi Terpanjang Ly =
3 3.05 3.05 Ly . = 3 Lx Sehingga Didapat Nilai Koofisien Momen
4
m m =
1.02 Mlx = Mltx = Mly = Mty = 4 KNm 4 KNm
Mlx = -Mtx = 0,001.Qu. lx² . clx = Mly = -Mty = 0,001.Qu. lx² . clx =
44 44 44 44
Perhitungan Tulangan Mlx = -Mtx 4 0.8
Mu .
φ
d = hpelat - pb - 0,5Ø = fc' = fy =
ρ
ρ
=
min
b
=
1,4 fy
4.66
= 0 , 00583
perlu
n
=
=
Mu / φ b .d 2
fy
=
m
=
0.043006
= 0 , 75 . ρ b =
max
R
KNm
mm Mpa Mpa
⎛ ⎞ 0 , 85 . fc ' 600 ⎟⎟ . β 1 .⎜⎜ fy ⎝ 600 + fy ⎠
ρ
ρ
95 20 240 1,4 240
=
=
0 , 85
. fc '
⎡ ⎢1 − ⎢⎣ ρperlu
1 m
0.0322545
=
0.315636
=
14.117647
1 −
2 .R
n
fy
.m
⎤ ⎥ ⎥⎦
= 0.0021846
< ρmin
12
Laporan Perhitungan Struktur
maka digunakan
1,33rperlu
0.002905559
Asperlu = ρ.b.d =
276.0281084 mm2
Digunakan tulangan Jarak tulangan :
As
Spakai ≤
Digunakan
8 Luas
As
φ
.b
50.285714 mm2
50.285714 1000 276.0281084 = 182.17606 mm
=
perlu
8 PAs ada =
As S
Ce As ada > As Perlu =
150 mm φ
.b
=
mm2
335.2381
pakai
335.2380952 >
276.02811 mm2
Ok
Cek kapasitas lentur arah x: As ada . fy 0 , 85 . fc '. b
a =
Mn = As.fy.(d-a/2) =
7.45303587 KNm
Mu = 0,8
6.1963902 KNm
1,33
Mu pakai = 7.45303587
Cek Mn > Mu
= 4.7327731
6.1963902 KNm > 6.1963902
Ok
Perhitungan Tulangan Mly = -Mty Mu .
φ d = hpelat - pb - 0,5Ø - Ø =
fc' = fy =
ρ ρ
b
=
min
=
4 0.8 87 20 240
1, 4 1, 4 = fy 240
=
4.66
KNm
mm Mpa Mpa
= 0 , 00583
⎛ ⎞ 0 , 85 . fc ' 600 ⎟⎟ . β 1 .⎜⎜ fy ⎝ 600 + fy ⎠ ρ max = 0 , 75 . ρ b =
=
0.043006 0.0322545
13
ρ
R
perlu
=
maka digunakan
Mu / φ b .d 2
=
=
0.6155291
=
14.117647
fy
=
m
ρ
n
Laporan Perhitungan Struktur
ρ
,
max
0 , 85
. fc '
⎡ ⎢1 − ⎢⎣ ρperlu
1 m
2 .R
1 −
n
.m
fy
⎤ ⎥ ⎥⎦
< ρmin
1,33rperlu
0.003475153
Asperlu = ρ.b.d =
302.3383039 mm2
Digunakan tulangan Jarak tulangan : Spakai ≤
Digunakan
= 0.0026129
8 Luas
As As
φ
.b
perlu
50.285714
50.285714 1000 302.3383039 = 166.32267 mm
=
8 PAs ada =
As S
Ce As ada > As Perlu =
150 mm φ
.b
=
335.2381
mm2
pakai
335.2380952 >
302.3383 mm2
Ok
Cek kapasitas lentur arah x: a =
As ada . fy 0 , 85 . fc '. b
Mn = As.fy.(d-a/2) = 1,33
Cek Mn > Mu
Mu = 0,8
Mu pakai = 6.809378727
= 4.7327731
6.809378727 KNm 6.1963902 KNm 6.1963902 KNm > 6.1963902
Ok
Perencanaan Sloof Pada struktur ini digunakan sloof ukuran S (20x30) untuk contoh perhitungannya sama seperti perhitungan balok diatas. Hasil hitungan langsung kami tabelkan
14
TABLE: Concrete Design 1 - Beam Summary Data - ACI 318-99
Tumpuan
Section
b
h As perlu mm²
Atas bawah
B1 B1
Lapangan
200 350 200 350 b
8
B1 B1
200 350 200 350
Tumpuan
Section
b
B2 B2
Lapangan
h As perlu
200 300 200 300 b
mm²
B2 B2
200 300 200 300
Tumpuan
Section
b
B3 B3
Lapangan
h As perlu
150 150 150 150 b
B3 B3
Luas mm²
12 113.14 12 113.14 Ø
Luas
mm
mm²
12 113.14 12 113.14 Ø
Luas
mm
mm²
12 113.14 12 113.14 Ø
Luas
mm
mm²
32 16
h As perlu mm²
Atas bawah
Ø mm
28 58
mm²
Atas bawah
12 113.14 12 113.14
114 56
h As perlu
Atas bawah
mm²
126 275
mm²
Atas bawah
Luas
396 256
h As perlu
Atas bawah
Ø mm
150 150 150 150
12 113.14 12 113.14 Ø
Luas
mm
mm²
8 10
12 113.14 12 113.14
n As Aktual
Cek
di Pasang
mm²
mm²/mm
5 565.71429 Aman 3 339.42857 Aman n As Aktual
Cek
5 P3 P-
12 12
di Pasang
mm²
Cek
3 P5 P-
12 12
di Pasang
mm²
Cek
3 P2 P-
12 12
di Pasang
mm²
Cek
2 P3 P-
12 12
di Pasang
mm²
Av/S Perlu 0.001 0.215 Av / S 0.003 0.215 Av/S Perlu mm²/mm
2 226.28571 Aman 2 226.28571 Aman n As Aktual
0.001 0.001
mm²/mm
2 226.28571 Aman 3 339.42857 Aman n As Aktual
Av / S
mm²/mm
3 339.42857 Aman 2 226.28571 Aman n As Aktual
0.215 0.215
mm²/mm
3 339.42857 Aman 5 565.71429 Aman n As Aktual
Av/S Perlu
Cek
2 P2 P-
12 12
di Pasang
mm²
0.001 0.001 Av / S mm²/mm
2 226.28571 Aman 2 226.28571 Aman
2 P2 P-
12 12
0.001 0.001
Ø Luas jarak Av/S Aktual Cek mm
mm²
8 101 8 101
mm
100 1.00571429 Aman 100 1.00571429 Aman
mm²
8 101 8 101
mm
mm²
150 0.67047619 Aman 150 0.67047619 Aman
8 101 8 101
mm
mm²
100 1.00571429 Aman 100 1.00571429 Aman
8 101 8 101
mm
mm²
8 101 8 101
mm²
100 1.00571429 Aman 100 1.00571429 Aman
8 101 8 101
mm
- 150 - 150
di Pasang P P
8 8
- 100 - 100
P P
8 8
- 150 - 150
di Pasang
mm²/mm
P P
8 8
- 100 - 100
di Pasang
Ø Luas jarak mm
8 8
di Pasang
150 0.67047619 Aman 150 0.67047619 Aman
mm
P P
mm²/mm
Ø Luas jarak Av/S Aktual Cek mm
- 100 - 100
mm²/mm
Ø Luas jarak mm
8 8
mm²/mm
Ø Luas jarak Av/S Aktual Cek mm
P P
di Pasang
Ø Luas jarak mm
di Pasang
mm²/mm
mm²/mm
150 0.67047619 Aman 150 0.67047619 Aman
P P
8 8
- 150 - 150
TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99
b
h As perlu mm²
Tumpuan Lapangan
K1 K1
250 250 250 250 b
K2 K2
h As perlu
200 250 200 250 b
KP KP
h As perlu
150 150 150 150 b
Kø Kø
12 113.14 12 113.14 Ø
Luas
mm
mm²
12 113.14 12 113.14 Ø
Luas
mm
mm²
225 225
h As perlu mm²
Tumpuan Lapangan
mm²
500 500
mm²
Tumpuan Lapangan
Luas
663 663
mm²
Tumpuan Lapangan
Ø mm
200 200 200 200
12 113.14 12 113.14 Ø
Luas
mm
mm²
314 314
12 113.14 12 113.14
n As Aktual
Cek
di Pasang
mm²
mm²/mm
8 905.14286 Aman 8 905.14286 Aman n As Aktual
Cek
8 P8 P-
12 12
di Pasang
mm²
Cek
4 P4 P-
12 12
di Pasang
mm²
Av/S Perlu 0.0001 0.0001 Av/S Perlu mm²/mm
4 452.57143 Aman 4 452.57143 Aman n As Aktual
0.0001 0.0001
mm²/mm
6 678.85714 Aman 6 678.85714 Aman n As Aktual
Av/S Perlu
Cek
4 P4 P-
12 12
di Pasang
mm²
0.0001 0.0001 Av/S Perlu mm²/mm
4 452.57143 Aman 4 452.57143 Aman
4 P4 P-
12 12
0.0001 0.0001
Ø Luas jarak Av/S Aktual Cek mm
mm²
8 101 8 101
mm
100 1.00571429 Aman 100 1.00571429 Aman
Ø Luas jarak Av/S Aktual Cek mm
mm²
8 101 8 101
mm
mm²
100 1.00571429 Aman 100 1.00571429 Aman
8 101 8 101
mm
mm²
150 0.67047619 Aman 150 0.67047619 Aman
8 101 8 101
mm
8 8
- 100 - 100
di Pasang P P
8 8
- 100 - 100
di Pasang
mm²/mm
Ø Luas jarak Av/S Aktual Cek mm
P P
mm²/mm
Ø Luas jarak Av/S Aktual Cek mm
di Pasang
mm²/mm
P P
8 8
- 150 - 150
di Pasang
mm²/mm
100 1.00571429 Aman 100 1.00571429 Aman
P P
8 8
- 100 - 100
TABLE: Concrete Design 1 - Sloof Summary Data - ACI 318-99
Tumpuan
Section
b
h As perlu mm²
Atas bawah
S S
Lapangan
200 300 200 300 b
h
128 63 As perlu mm²
Atas bawah
S S
200 300 200 300
45 57
Ø
Luas
mm
mm²
10 78.571 10 78.571 Ø
Luas
mm
mm²
10 78.571 10 78.571
n As Aktual
Cek
di Pasang
mm²
mm²/mm
2 157.14286 Aman 2 157.14286 Aman n As Aktual
Av/S Perlu
Cek
2 P2 P-
10 10
di Pasang
mm²
2 157.14286 Aman 2 157.14286 Aman
0.001 0.001 Av / S mm²/mm
2 P2 P-
10 10
0.001 0.001
Ø Luas jarak Av/S Aktual Cek mm
mm²
8 101 8 101
mm
150 0.67047619 Aman 150 0.67047619 Aman
mm²
8 101 8 101
mm
P P
8 8
- 150 - 150
di Pasang
Ø Luas jarak mm
di Pasang
mm²/mm
mm²/mm
150 0.67047619 Aman 150 0.67047619 Aman
P P
8 8
- 150 - 150
Perhitungan Tulangan Pelat Pelat ly lx ly/lx koofisien Mu ( kNm ) Mu/0.8 f'c ( Mpa ) fy ( Mpa ) rho b Tebal Penutup Beton Ø (mm) d ( mm ) m Rn rho min rho perlu 1.33 rho perlu rho max rho pakai As Ø (mm) Luas tul S S pakai ( mm ) As ada a Mn 1.33Mu/0.8 Mu pakai Keterangan
3.05 3 Lx 44 4 4.65894 20 240 0.043006 120 21 8 95 14.11765 0.516226 0.005833 0.002185 0.002906 0.032254 0.002906 276.0281 8 50.28571 182.1761 150 335.2381 4.732773 7.453036 6.19639 6.19639 AMAN
Rekapitulasi Penulangan Plat Tipe Pelat A Panjang (m) 3.05 Lebar m 3 Ø (mm) 8 Jarak S (mm) 150
Pelat Lantai tipe A 3.05 3.05 3 3 1.02 Ly tx 44 44 4 4 4.65894 4.65894 20 20 240 240 0.043006 0.043006 120 120 21 21 8 8 87 95 14.117647 14.11765 0.6155291 0.516226 0.0058333 0.005833 0.0026129 0.002185 0.0034752 0.002906 0.0322545 0.032254 0.0034752 0.002906 302.3383 276.0281 8 8 50.285714 50.28571 166.32267 182.1761 150 150 335.2381 335.2381 4.7327731 4.732773 6.8093787 7.453036 6.1963902 6.19639 6.1963902 6.19639 AMAN AMAN
A 3.05 3 8 150
A 3.05 3 8 150
3.05 3 ty 44 4 4.65894 20 240 0.043006 120 21 8 87 14.117647 0.6155291 0.0058333 0.0026129 0.0034752 0.0322545 0.0034752 302.3383 8 50.285714 166.32267 150 335.2381 4.7327731 6.8093787 6.1963902 6.1963902 AMAN
A 3.05 3 8 150
Desain Tebal Pondasi Desain Pondasi keterangan satuan h kolom m b kolom m Øtul asum. mm Pb σ ijin tanah
P1
mm KN/m2 KN/m3
δ tanah fy f'c Bj beton Kedalaman αs h pondasi Mu Pu e
Mpa Mpa KN/m3 m m KNm KN m KN/m2
σ neto Asumsi dimensi B pakai m L pakai m m2 A pakai
KN/m2
q max
KN/m2 q min Geser satu arah (B=L) KN/m2 qc d m
m m KN/m2
qu3 Vu Vc 0.6*Vc kontrol
KN KN KN
P2 0.25 0.2 13
0.25 0.25 13
70
70
150
150
18 400 20
18 400 20
24 24 1.5 1.5 20 20 0.2 0.25 0.2 0.96 106.97 210.4 0.00186968 0.00456274 131.4
133.5
1 1
1.3 1.3
1
1.69
108.17 127.118798 105.77 121.875284 106.97 124.497041 0.1235 0.1735 0.2515 0.3515 107.5664 126.06223 27.1288523 57.8455355 92.0514651 168.115044 55.230879 100.869026 Aman Aman
Geser dua arah b0
m
βc Vu Vc1 Vc2 Vc pakai 0.6*Vc kontrol
KN KN KN KN KN
Perhitungan Tulangan Pondasi keterangan satuan f'c Mpa fy Mpa
1.394
1.694
1 94.0451091 256.639485 256.639485 256.639485 153.983691 aman
1 188.071176 438.133669 438.133669 438.133669 262.880201 aman
P1
P2 20 400
20 400
B pakai L pakai h pakai Øtul asumsi beton cover d q max q min li q2 Mu Mn As' a
m m mm mm mm mm KN/m2 KN/m2 m KN/m2 KNm KNm mm2
1 1 200 13 70 123.5
1.3 1.3 250 13 70 173.5
108.17 127.118798 105.77 121.875284 0.25 0.4 107.57 125.505409 3.3709375 10.1049683 4.21367188 12.6312104 94.7744461 202.228793 2.22998697 4.75832453
As perlu
mm mm2
As min
mm2
1,33 As per.
mm2
114.478557 245.433432
As pakai Ø tul
mm2
114.478557 245.433432 12 12
A1 Ø S Spakai Spakai tulangan susut As Ø tul A1 Ø S Spakai Spakai
mm mm2 mm
mm mm2 mm
86.0741033 184.536415 432.25
607.25
113.097336 113.097336 987.934668 460.806559 980 460 240 240 400 10
500 10
78.5398163 78.5398163 196.349541 157.079633 190 150 190 150
Rekapitulasi Penulangan Pondasi P1 Panjang Lebar Tebal Ø tul S jarak Ø tul susut S jarak
m m m mm mm m mm
P2 1 1 0.2 12 150 10 190
1.3 1.3 0.25 12 150 10 150
TABLE: Combination Definitions ComboName ComboType CaseType Text Text Text COMB1 Linear Add Linear Static COMB1 Linear Static COMB2 Linear Add Linear Static COMB2 Linear Static COMB2 Linear Static COMB3 Linear Add Linear Static COMB3 Linear Static COMB3 Linear Static
CaseName Text DEAD LIVE DEAD LIVE QUAKE DEAD LIVE QUAKE
ScaleFactor Unitless 1.2 1.6 1.05 0.6 1.05 1.05 0.6 -1.05
TABLE: Concrete Design 1 - Column Summary Data - ACI 318-99 Frame DesignSect DesignType DesignOpt Status Text Text Text Text Text 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 90 K20X25 Column Design No Messages 32 K25X25 Column Design No Messages 32 K25X25 Column Design No Messages 32 K25X25 Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 120 KP Column Design No Messages 166 KO20 Column Design No Messages 166 KO20 Column Design No Messages 166 KO20 Column Design No Messages
SteelDesign ConcDesign AlumDesign ColdDesign Yes/No Yes/No Yes/No Yes/No No Yes No No No
No
No
No
No
No
No
No
Location mm 0 2025 2700 2700 4050 0 2025 4050 0 2025 2700 2700 4050 0 2025 4050
PMMCombo PMMArea PMMRatio MajComb VMajRebaVMinCombo VMinRebar ErrMsg Text mm2/mm Text Text mm2 Unitless Text mm2/mm COMB1 500 COMB1 0 COMB1 0 No Messages COMB1 500 COMB1 0 COMB1 0 No Messages COMB1 500 COMB1 0 COMB1 0 No Messages COMB1 500 COMB1 0 COMB1 0 No Messages COMB1 500 COMB1 0 COMB1 0 No Messages COMB1 625 COMB1 0 COMB1 0 No Messages COMB1 625 COMB1 0 COMB1 0 No Messages COMB1 663.77976 COMB1 0 COMB1 0 No Messages COMB1 225 COMB1 0 COMB1 0 No Messages COMB1 225 COMB1 0 COMB1 0 No Messages COMB1 225 COMB1 0 COMB1 0 No Messages COMB1 225 COMB1 0 COMB1 0 No Messages COMB1 225 COMB1 0 COMB1 0 No Messages COMB1 314.1592654 COMB1 0 COMB1 0 No Messages COMB1 314.1592654 COMB1 0 COMB1 0 No Messages COMB1 314.1592654 COMB1 0 COMB1 0 No Messages
WarnMsg Text No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages No Messages 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
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
396.511655 COMB1 (Sp)
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
57.35427257 COMB1
0 COMB1
0 COMB1
0
96 BL15X15
Beam
No Messages
0 COMB1
16.36308274 COMB1
0 COMB1
0 COMB1
0
96 BL15X15
Beam
No Messages
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
32.11296172 COMB1 (Sp)
28.12312358 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
1500 COMB1 (Sp)
28.12312358 COMB1 (Sp)
28.12312358 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
2000 COMB1 (Sp)
28.12312358 COMB1 (Sp)
28.12312358 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
2500 COMB1 (Sp)
28.12312358 COMB1
41.04999486 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
3000 COMB1 (Sp)
28.12312358 COMB1
52.84810482 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
3500 COMB1 (Sp)
28.12312358 COMB1
58.25561195 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
4000 COMB1 (Sp)
28.12312358 COMB1
57.23924632 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
4500 COMB1 (Sp)
28.12312358 COMB1
49.80527872 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
5000 COMB1 (Sp)
28.12312358 COMB1
35.99932866 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
5500 COMB1 (Sp)
28.12312358 COMB1 (Sp)
28.12312358 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
6000 COMB1 (Sp)
28.12312358 COMB1 (Sp)
28.12312358 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
6500 COMB1
43.22138879 COMB1 (Sp)
28.12312358 COMB1
0 COMB1
0 COMB1
0
180 RB20X30
Beam
No Messages
7000 COMB1
82.87129077 COMB1 (Sp)
41.16155636 COMB1
0 COMB1
0 COMB1
0
0 COMB1 32.97589802 COMB1 (Sp)
500 COMB1
TABLE: Load Case Definitions LoadCase DesignType SelfWtMult AutoLoad Text Text Unitless Text DEAD DEAD 1 LIVE LIVE 0 QUAKE QUAKE 0 USER LOADS
TABLE: Material Properties 04 - Design Concrete RebarFys LtWtConc Material Fc RebarFy Text N/mm2 N/mm2 N/mm2 Yes/No CONC 20 400 240 No
LtWtFact Unitless 1
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
