Tubes Teknik Gempa-joshua

DiketahuiBalok L1 b = 0.35 m h = 0.5 mBalok L2 b = 0.35 m h = 0.7 mBalok B1 b = 0.3 m h = 0.45 mBalok B2 b = 0.3 m h = 0.6 mBalok Anak b = 0.3 m h = 0.4 mKolom b = 0.5 m h = 0.7 mTebal plat Lantai t = 0.13 mTebal plat Lantai atap t = 0.1 mTebal spesi t = 0.03 mBerat Jenis Beton 2400 kg/m3Berat Jenis Spesi 2100 kg/m3Berat Pas.bata 250 kg/m2Berat Plafon 18 kg/m2Beban Hidup 250 kg/m2

L = 26.6 mB = 20.4 m

2.1 Berat Lantai AtapBalok L1 = n x (b x h x l) x BJ beton = 20 x (0.35 x (0.5-0.1) x 5) x 2400 = 33600 KgBalok L2 = n x (b x h x l) x BJ beton = 5 x (0.35 x (0.7-0.1) x 6.6) x 2400 = 16632 KgBalok B1 = n x (b x h x l) x BJ beton = 12 x (0.3 x (0.45-0.1) x 4.2) x 2400 = 12700.8 KgBalok B2 = n x (b x h x l) x BJ beton = 12 x (0.3 x (0.6-0.1) x 6) x 2400 = 25920 KgBalok Anak = (b x h x l) x BJ beton = 1 x (0.3 x (0.4-0.1) x 6) x 2400 = 1296 KgBerat Lantai = L x B x t x BJ beton = 26.6 x 20.4 x 0.10 x 2400 = 130233.6 KgBerat Spesi = L x B x t x BJ spesi= 26.6 x 20.4 x 0.03 x 2100 = 34186.32 KgBerat Plafond = L x B x Berat Plafond = 26.6 x 20.4 x 18 = 9767.52 KgBerat Kolom = n x (b x h x 1/2(H)) x BJ beton = 30 x (0.45 x 0.65 x 2.1) x 2400 = 52920 KgBerat Dinding = 2 x (B+L) x 1/2(H) x Berat Pas Bata = 2 x(26.6+20.4) x 2.1 x 250 = 49350 KgBeban Mati = 366606.24 KgBeban Hidup direduksi 30% = 250 x 30% x 26.6 x 20.4 = 40698 KgBerat Atap = 407304.24 Kg

Massa Atap = Berat atap / 980 = 415.61657

2.2 Berat Lantai 4 = Lantai 3 = Lantai 2Balok L1 = n x (b x h x l) x BJ beton = 20 x (0.35 x (0.5-0.13) x 5) x 2400 = 31080 KgBalok L2 = n x (b x h x l) x BJ beton = 5 x (0.35 x (0.7-0.13) x 6.6) x 2400 = 15800.4 KgBalok B1 = n x (b x h x l) x BJ beton = 12 x (0.30 x (0.45-0.13) x 4.2) x 2400 = 11612.16 KgBalok B2 = n x (b x h x l) x BJ beton = 12 x (0.3 x (0.6-0.13) x 6) x 2400 = 24364.8 KgBalok Anak = n x (b x h x l) x BJ beton = 1 x (0.3 x (0.4-0.13) x (6)) x 2400 = 1166.4 KgBerat Plat = (L x B - Lift) x BJ beton = (26.6 x 20.4 - 6.6x 6) x 0.14 x 2400 = 156948.48 KgBerat Spesi = (LxB - Lift)x t x BJ spesi=(26.6x20.4 - 6.6 x 6)x0.03x2100 = 3169.152 KgBerat Plafond = (L x B - Lift)x B.Plafond=(26.6 x 20.4 - 6.6 x 6) x 18 = 9054.72 KgBerat Kolom = n x (b x h x 2(0.5H)) x BJ beton = 30 x (0.5 x 0.7 x 2(2.1)) x 2400 = 105840 KgBerat Dinding = 2 x (B+L) x 1/2(H) x Brt Pas Bata = 2 x(26.6+20.4) x 2.1 x 250 = 49350 KgBerat Tegel (t = 2 cm) = (L x B - Lift)x Brt Tegel = (26.6 x 20.4 - 6.6 x 6)x 48 = 24145.92 KgBerat Lain-Lain (tangga) ditaksir 5000 KgBeban Mati = 432532 KgBeban Hidup direduksi 30% = (26.6 x 20.4 - 6.6 x 6) x 250 x 30% = 37728 KgBerat Lantai 4 = 470260 Kg

Massa Lantai 4 = Berat Lantai 4 / 980 = 479.85718

Untuk lantai 3 dan 2, berat dianggap sama sebab tinggi lantai (H) sama

Maka berat total lantai adalah

W = W2 + W3 + W4 + Watap = 1818084

1429166.67

m1 = 479.857

Kg dt2 /cm

Kg dt2 /cm

Kg dt2 /cm

Inersia semua kolom = (1/12) x B x H3 = cm4

Kg dt2 /cm

m2 = 479.857

m3 = 479.857

Kg dt2 /cm

Kg dt2 /cm

m1 = 479.857

m2 = 479.857

m3 = 479.857

m4 = 415.617

1. Matrix Massa [ M ]

m1 0 0 0[ M ] = 0 m2 0 0

0 0 m3 00 0 0 m4

[ M ] = 479.857 0 0 00 479.857 0 0

479.8570 0 0 415.617

2. Matrix Kekakuan [ K ]

I Kolom = 1429166.66667 cm4Kekakuan Lateral Tingkat ( K )

h1 = 420 cmh2 = 420 cmh3 = 420 cmh4 = 420 cmE = 200000 kg/cm2

Nilai I , E dan h sama maka : 30*(12EI/h3) = 1388888.889 kg/cm

m4 k41 k42 k43 k44

k4m3 k31 k32 k33 k34

k3m2 k21 k22 k23 k24

k2m1 k13 k14

k11 k12k1

mode 1 mode 2 mode 3 mode 4

mode 1 mode 3k11 = k1 + k2 = 2777777.778 k13 = 0 = 0.000k21 = - k2 = -1388888.889 k23 = - k3 = -1388888.889k31 = 0 = 0.000 k33 = k3 + k4 = 2777777.778k41 = 0 = 0.000 k43 = - k4 = -1388888.889

mode 2 mode 4k12 = - k2 = -1388888.889 k14 = 0 = 0.000k22 = k2 + k3 = 2777777.778 k24 = 0 = 0.000k32 = - k3 = -1388888.889 k34 = - k4 = -1388888.889k42 = 0 = 0.000 k44 = k4 = 1388888.889

k11 k12 k13 k14K = k21 k22 k23 k24

k31 k32 k33 k34k41 k42 k43 k44

2777777.778 -1388888.889 0 0K = -1388888.889 2777777.778 -1388888.889 0

0 -1388888.889 2777777.778 -1388888.889

Kg dt2 /cm

Kg dt2 /cm

Kg dt2 /cm

Kg dt2 /cm

METODE EIGEN

0 0 -1388888.889 1388888.889

3. Kecepatan Sudut (ω) :

Eigen Value :

2777777.778 -1388888.889 0 0 479.857 0 0 0-1388888.889 2777777.778 -1388888.889 0 0 479.857 0 0 = 0

0 -1388888.889 2777777.778 -1388888.889 0 0 479.857 00 0 -1388888.889 1388888.889 0 0 0 415.617

2777777.778-479.857 λ -1388888.889 0 0-1388888.889 2777777.778-479.857 λ -1388888.889 0 = 0

0 -1388888.89 2777777.778-479.857 λ -1388888.8890 0 -1388888.889

Hasil Perhitungan Dengan Aplikasi Maple 14

Sehingga Didapatkan :

λ 1 370.2988405 ω 1 19.2432λ 2 3035.852945 ω 2 55.0986λ 3 6989.644882 ω 3 83.6041λ 4 10312.240030 ω 4 101.5492

4. Simpangan (a) :

19.243 rad/s

Diambil a41 = 1 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 0.000 0.000 a11-1388888.889 2777777.778 -1388888.889 0.000 370.299 0.000 479.857 0.000 0.000 a21

0.000 -1388888.889 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 a310.000 0.000 -1388888.889 1388888.889 0.000 0.000 0.000 415.617 a41

2600087.222 -1388888.889 0.000 0.000 a11-1388888.889 2600087.222 -1388888.889 0.000 * a21 = 0

0.000 -1388888.889 2600087.222 -1388888.889 a310.000 0.000 -1388888.889 1234986.554 1

2600087.222 a11-1388888.889 a21 = 0 a11 0.355-1388888.889+2600087.222 a21-1388888.889 a31 = 0 a21 = 0.665-1388888.889 a21+2600087.222 a31-1388888.889 (1) = 0 a31 0.889-1388888.889 a31+1234986.554 (1)= 0 a41 1.000

55.099 rad/s

Diambil a41 = 1 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 0.000 0.000 a12-1388888.889 2777777.778 -1388888.889 0.000 3035.853 0.000 479.857 0.000 0.000 a22

[K]-ω2*[M] = 0 ω2 = λ

- λ x

1388888.889 - 415.617λ

[K]-ω2*[M] * (a) = 0

ω1 =

ω2 =

= 0

= 0

0.000 -1388888.889 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 a320.000 0.000 -1388888.889 1388888.889 0.000 0.000 0.000 415.617 a42

1321001.958 -1388888.889 0.000 0.000 a12-1388888.889 1321001.958 -1388888.889 0.000 * a22 = 0

0.000 -1388888.889 1321001.958 -1388888.889 a320.000 0.000 -1388888.889 127138.097 1

1321001.958 a12-1388888.889 a22 = 0 a12 -0.960-1388888.889 a12+1321001.958a22-1388888.889 a32 = 0 a22 = -0.913-1388888.889 a22+1321001.958 a32-1388888.889 (1) = 0 a32 0.092-1388888.889 a32+127138.097(1)= 0 1 1.000

83.604 rad/s

Diambil a41 = 1 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 0.000 0.000 a13-1388888.889 2777777.778 -1388888.889 0.000 6989.645 0.000 479.857 0.000 0.000 a23

0.000 -1388888.889 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 a330.000 0.000 -1388888.889 1388888.889 0.000 0.000 0.000 415.617 a43

-576253.473 -1388888.889 0.000 0.000 a13-1388888.889 -576253.473 -1388888.889 0.000 * a23 = 0

0.000 -1388888.889 -576253.473 -1388888.889 a330.000 0.000 -1388888.889 -1516123.352 1

-576235.473 a13-1388888.889 a23 = 0 a13 1.319-1388888.889 a13-576235.473 a23-1388888.889 a33 = 0 a23 = -0.547-1388888.889 a23+-576235.473 a33-1388888.889 (1) = 0 a33 -1.092-1388888.889 a32- 1516123.352(1)= 0 1 1.000

101.549 rad/s

Diambil a41 = 1 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 0.000 0.000 a14-1388888.889 2777777.778 -1388888.889 0.000 10312.240 0.000 479.857 0.000 0.000 a24

0.000 -1388888.889 2777777.778 -1388888.889 0.000 0.000 479.857 0.000 a340.000 0.000 -1388888.889 1388888.889 0.000 0.000 0.000 415.617 a44

-2170624.596 -1388888.889 0.000 0.000 a14-1388888.889 -2170624.596 -1388888.889 0.000 * a24 = 0

0.000 -1388888.889 -2170624.596 -1388888.889 a340.000 0.000 -1388888.889 -2897048.956 1

-2170624.596 a14-1388888.889 a24 = 0 a14 -1.446-1388888.889 a14-2170624.596 a24-1388888.889 a34 = 0 a24 = 2.260-1388888.889 a24 -2170624.596 a34-1388888.889 (1) = 0 a34 -2.086-1388888.889 a34- 2897048.956 (1)= 0 1 1.000

5. Mode Shape :

1.000 1.000 1.000 1.000

0.889 0.092 -1.092 -2.086

0.665 -0.547-0.913 2.260

0.355-0.960 1.319 -1.446

ω1 = 19.243 ω1 = 55.099 ω1 = 83.604 ω1 = 101.549

ω3 =

ω4 =

= 0

= 0

= 0

MODE 1 MODE 2 MODE 3 MODE 4

= 0

= 0

= 0

= 0

= 0

METODE HOLZERM4

K4

M3

K3M2

K2M1

K1

Inersia Kolom = 1429166.66667 cm4E = 200000 kg/cm2

= 1388888.889 kg/cm= 1388888.889 kg/cm

19.243 (rad/detik)Nomor massa Yr F I r Qr DYr

massa (cm) (kg) (kg) (cm)Atap 415.617 153902.334 1.000 153902.334

153902.334 0.1113 479.857 177690.556 0.889 158000.722

311903.056 0.2252 479.857 177690.556 0.665 118096.718

429999.775 0.3101 479.857 177690.556 0.355 63083.751

493083.526 0.355

0.000

Harga w2 dicoba = 55.099 (rad/detik)Nomor massa Yr F I r Qr DYr


1261750.792 0.9083 479.857 1456775.819 0.092 133352.427

1395103.220 1.0042 479.857 1456775.819 -0.913 -1329941.471

65161.749 0.0471 479.857 1456775.819 -0.960 -1398288.234

-1333126.485 -0.960

0.000



2905012.241 2.0923 479.857 3354031.251 -1.092 -3661290.075

-756277.834 -0.5452 479.857 3354031.251 -0.547 -1834952.843

-2591230.677 -1.8661 479.857 3354031.251 1.319 4422616.598

1831385.921 1.319

k2-4 = 30*(12EI/h23)

k1 = 30*(12EI)/h13) =

Harga w1 dicoba =

mw2 ( mw2 x Yr )

(kgdtk2/cm)

mw2 ( mw2 x Yr )

(kgdtk2/cm)

mw2 ( mw2 x Yr )

(kgdtk2/cm)

0.000



4285937.845 3.0863 479.857 4948402.374 -2.086 -10321750.031

-6035812.186 -4.3462 479.857 4948402.374 2.260 11182941.661

5147129.475 3.7061 479.857 4948402.374 -1.446 -7155507.093

-2008377.618 -1.446

0.000

Gambar Mode Shape 1.000

19.243 (rad/detik) 0.889

a11 0.355 0.665a21 = 0.665a31 0.889 0.355a41 1.000

1.000

2. w2 = 55.099 (rad/detik) 0.092

a12 -0.960 -0.913a22 = -0.913a32 0.092 -0.960a42 1.000

2. w2 = 55.099 (rad/detik)

3. w3 = 83.604 (rad/detik) 1.000

a13 1.319 -1.092a23 = -0.547a33 -1.092 -0.547a43 1.000

1.319

3. w3 = 83.604 (rad/detik)

4. w4 = 101.549 (rad/detik) 1.000

a14 -1.446 -2.086a24 = 2.260a34 -2.086a44 1.000 2.260

-1.446

4. w4 = 101.549 (rad/detik)

mw2 ( mw2 x Yr )

(kgdtk2/cm)

1. w1 =

1. w1 = 14.15 (Rad/det)

1 Bentuk Ragam Getaran (Dari Holzer)

a41 a42 a43 a44

m4 = 415.617

a31 a32 a33 a34

m3 = 479.857Kg dt2 /cm a21 a23 a24

m2 = 479.857 a22

Kg dt2 /cm a13 a14

m1 = 479.857 a11 a12

Kg dt2 /cm

Mode 1 Mode 2 Mode 3 Mode 4

2 Menentukan Massa Generalisasi (Mn*)1 a41 1 a43

Mode 1 = {a1 } = 0.889 a31 Mode 3 = {a3} = -1.092 a33

0.665 a21 -0.547 a23

0.355 a11 1.319 a13

1 a42 1 a44

Mode 2 = {a2} = 0.092 a32 Mode 4 = {a4} = -2.086 a34

-0.913 a22 2.260 a24

-0.960 a12 -1.446 a14

m4 0 0 0= 0 m3 0 0

0 0 m2 00 0 0 m1

415.617 0 0 0= 0 479.857 0 0

0 0 479.857 00 0 0 479.857

Mode 1 : M1* = m4*(a41)^2+m3*(a31)^2+m2*(a21)^2+m1*(a11)^2 = 1067.464 kg rad2/cmMode 2 : M2* = m4*(a42)^2+m3*(a32)^2+m2*(a22)^2+m1*(a12)^2 = 1261.674 kg rad2/cmMode 3 : M3* = m4*(a43)^2+m3*(a33)^2+m2*(a23)^2+m1*(a13)^2 = 1965.370 kg rad2/cmMode 4 : M4* = m4*(a44)^2+m3*(a34)^2+m2*(a24)^2+m1*(a14)^2 = 5957.512 kg rad2/cm

3 Menentukan Harga (αn)Mode 1 : α1 = (m4*a41)+(m3*a31)+(m2*a21)+(m1*a11) = 1331.583Mode 2 : α2 = (m4*a42)+(m3*a32)+(m2*a22)+(m1*a12) = -439.127Mode 3 : α3 = (m4*a43)+(m3*a33)+(m2*a23)+(m1*a13) = 262.014Mode 4 : α4 = (m4*a44)+(m3*a34)+(m2*a24)+(m1*a14) = -194.757

4 Menentukan Harga (Zn) max(Zn)max =

Mn*Menggunakan Respons Spektrum Untuk Gempa El Centro Tahun 1940

No Kec.(ω) Harga ω T = (2π/ω) Sd (cm) Sv (cm/dtk) Sa(cm/dtk)

ω1 19.243 0.326 1.188 22.861 439.91555.099 0.114 0.125 6.887 379.482 Ket : 0.001315883.604 0.075 0.032 2.675 223.669

101.549 0.062 0.010 1.015 103.122 Sv = ω*Sd

Kg dt2 /cm

αn*Sd

ζ ( Damping Rasio ) = 20 %

ω2

ω3 Sa = ω2*Sd

ω4

SUPERPOSISI MODAL

m

Mode 1 : Z1 = (1331.583*1.23)/1067.464= 1.4819431Mode 2 : Z2 = (-439.127*0.125)/126.674 = -0.0435064Mode 3 : Z3 = (262.014*0.032)/1965.370= 0.00426609Mode 4 : Z4 = (-194.757*0.010)/5957.512= -0.0003269

5 Menentukan Perpindahan Tiap Lantai (Yn)[yn] = [an]. [Zn]

1.000 1.481943Mode 1 : [Y1] = 0.889 * 1.482 = 1.317729

0.665 0.9849290.355 0.5261201.000 -0.043506

Mode 2 : [Y2] = 0.092 * -0.0435064 = -0.003983-0.913 0.039719-0.960 0.0417601.000 0.004266

Mode 3 : [Y3] = -1.092 * 0.00426609 = -0.004657-0.547 -0.0023341.319 0.0056251.000 -0.000327

Mode 4 : [Y4] = -2.086 * -0.0003269 = 0.0006822.260 -0.000739-1.446 0.000473

Perpindahan (Sun Square Quadratic)

Lantai 4 : Y4 = 1.483 cmLantai 3 : Y3 = 1.318 cmLantai 2 : Y2 = 0.986 cmLantai 1 : Y1 = 0.528 cm

6 Menentukan Gaya Inersia (FIn)FIn = [m] . [an] . [αn/Mn*] . (ωn) . (Svn)

415.617 0 0 0 1Mode 1 : FI1 = 0 479.857 0 0 * 0.889

0 0 479.857 0 0.6650 0 0 479.857 0.355

1.247 * 19.243 * 22.861

415.61657 228074.503= 426.68436 * 548.761812 = 234148.08

318.92273 175012.617170.35903 93486.5295

415.617 0 0 0 1Mode 2 : FI2 = 0 479.857 0 0 * 0.092

0 0 479.857 0 -0.9130 0 0 479.857 -0.960

-0.348 * 55.099 * 6.887

415.61657 -54894.279= 43.925852 * -132.07914 = -5801.6887

-438.0784 57861.0122-460.5916 60834.5363

415.617 0 0 0 1Mode 3 : FI3 = 0 479.857 0 0 * -1.092

((Z1.a41)2+(Z2.a42)2+(Z3.a43)2+(Z4.a44)2)0.5 =

((Z1.a31)2+(Z2.a32)2+(Z3.a33)2+(Z4.a34)2)0.5 =

((Z1.a21)2+(Z2.a22)2+(Z3.a23)2+(Z4.a24)2)0.5 =

((Z1.a11)2+(Z2.a12)2+(Z3.a13)2+(Z4.a14)2)0.5 =

0 0 479.857 0 -0.5470 0 0 479.857 1.319

0.133 * 83.604 * 2.675

415.61657 12393.0526= -523.8163 * 29.8184755 = -15619.404

-262.5245 -7828.0796632.73838 18867.294

415.617 0 0 0 1Mode 4 : FI4 = 0 479.857 0 0 * -2.086

0 0 479.857 0 2.2600 0 0 479.857 -1.446

-0.033 * 101.549 * 1.015

415.61657 -1401.1135= -1000.922 * -3.3711686 = 3374.27751

1084.4338 -3655.8092-693.8848 2339.20281

Gambar Perpindahan:

1.483 1.483 1.483 1.483 1.483 1.483 1.483

1.318 1.318 1.318 1.318 1.318 1.318 1.318

0.986 0.986 0.986 0.986 0.986 0.986 0.986

0.528 0.528 0.528 0.528 0.528 0.528 0.528

7 Gaya Lateral Tiap Lantai (Sum Square Quadratic)

((f11^2)+(f12^2)+(f13^2)+(f41^2))^0,5 = 234918.947 Kg

((f12^2)+(f22^2)+(f32^2)+(f42^2))^0,5 = 234764.423 Kg

((f13^2)+(f23^2)+(f33^2)+(f43^2))^0,5 = 184531.722 Kg

((f14^2)+(f24^2)+(f34^2)+(f44^2))^0,5 = 113146.006 Kg

FI4 =

FI3 =

FI2 =

FI1 =

Gambar masing - masing portal :39153

39127

30755

18858

PORTAL ARAH Y = 6

46984

46953

36906

22629

PORTAL ARAH X = 5

ANALISA GAYA LATERAL TIAP LANTAI DENGAN SNI 1726

Kegunaan Bangunan : ApartementZone Gempa : Zone 3 Zone 4 Untuk SKBI 1987Sistem Struktur Rangka Pemikul Momen : KhususTanah Dasar : Keras

Wt = 1818084.336 kg

1. Perhitungan Gaya Dasar Gempa V:a. Waktu Getar T :h = 16.8 mT = 0,03*h3/4 = 0.25 < zn (pasal 5.6) (ζ = 0,18 dan n = 4)

< 0.72 ( OK ) Tabel 8

b. Koefisien Gempa C :Tanah KerasT = 0.25 C = 0.55 (gambar 2)Zone Gempa 3

c. Faktor Keutamaan I :Apartement : I = 1 ( Tabel 1 )

d.Faktor Jenis Struktur R :Sistem Rangka Pemikul Momen Khusus (SRPMK)R = 8.5 (Tabel 3)

Jadi Gaya Gempa Dasar V :V = (C*I*Wt)/R = 117640.751 kg

2. Distribusi Gaya Gempa Dasar V Menjadi Gaya Lateral Tiap Lantai Fi :kontrol :Arah X : H/B = 16.8/26.6 0.63 < 3 OK…Arah Y : H/L = 16.8/20.4 0.82 < 3 OK…

Arah X = Y :Gaya Lateral Tiap Lantai Menjadi :Lantai 5 : F5 = [(W5*h5)/(ΣWi*hi)]*VLantai 4 : F4 = [(W4*h4)/(ΣWi*hi)]*VLantai 3 : F3 = [(W3*h3)/(ΣWi*hi)]*VLantai 2 : F2 = [(W2*h2)/(ΣWi*hi)]*V

Ditabelkan Sebagai Berikut :Lantai Berat Tinggi Wi*hi Fi Fix Fiy

Wi (kg) hi (m) (kgm) (kg) (kg) (kg)5 415.6165714 16.8 6982.3584 43063 8613 71774 479.8571755 12.6 6046.2004 37289 7458 62153 479.8571755 8.4 4030.8003 24859 4972 41432 479.8571755 4.2 2015.4001 12430 2486 2072

1855.188098 19074.759nx = 5 ny = 6

Gambar masing - masing portal :8613

7458

4972

2486

PORTAL ARAH X

7177

6215

4143

2072

PORTAL ARAH Y

Zone 4 Untuk SKBI 1987

2. Skematik Beban Hidup dan Beban Mati (qLL,qDL) serta Beban Gempa pada Portal 5, Lantai 2

Keterangan :Beban Mati (qDL): Beban Gempa:qDL1 = 1963.817 Kg/m F4 = 7177 KgqDL2 = 1414.800 Kg/m F3 = 6215 KgqDL3 = 1593.472 Kg/m F2 = 4143 KgqDL4 = 1150.800 Kg/m F1 = 2072 KgBeban Hidup (qLL):qLL1 = 960.648 Kg/mqLL2 = 700.000 Kg/mqLL3 = 384.26 Kg/mqLL4 = 280.00 Kg/m

II. Analisa StrukturDilakukan dengan menggunakan software SAP2000, terhadap kombinasi beban sesuai SNI 2847 pasal 11.2.3 - 11.2.7, yaitu:

1. 1.4D 2. 1.2D +1.6 L3. 1.2D + 1.0L + 1.0E (gempa ke kanan)4. 1.2D + 1.0L - 1.0E (gempa ke kiri)5. 0.9D + 1.0E6. 0.9D - 1.0E7. E (kombinasi khusus untuk evaluasi kinerja batas layan dan ultimit)

ANALISA STRUKTURInput Data:1. Definisi Nodal2. Definisi elemen: elemen konektifitas, ukuran penampang (bxh), jenis bahan E, 3. definisi nodal tumpuan4. Input beban gravitasi (Joint load, member load)5. Input beban gempa (statik ekivalen, respon spektrum, time hystori)6. Input load case dan load combination7. Input data desain (mutu beton, baja, diameter tulangan, dsb)8. Runing

Output data:1. Nodal displacement (untuk kontrol kinerja batas layan dan ultimit)2. Gaya-gaya dalam: aksial, geser, momen (untuk penulangan balok-kolom dengan cara analitis)3. Reaksi tumpuan (untuk desain pondasi)4. Penulangan batang (balok dan kolom) dengan cara sotware

qDL1,qLL1qDL1,qLL1qDL2,qLL2 qDL2,qLL2

4.2 m 6 m 6 m 4.2 m

4.2 m

F4

qDL2,qLL2qDL1,qLL1 qDL1,qLL1

qDL2,qLL2

qDL2,qLL2qDL1,qLL1qDL1,qLL1

qDL2,qLL2

qDL4,qLL4qDL3,qLL3 qDL3,qLL3

qDL4,qLL4

F3

F2

F1

4.2 m

4.2 m

4.2 m

Table: Case - Static 1 - Load Assignments

Case LoadType LoadName LoadSF

DEAD Load pattern DEAD 1

LIVE Load pattern LIVE 1

QUAKE Load pattern QUAKE 1

Table: Combination DefinitionsComboName ComboType AutoDesign CaseType CaseName ScaleFactor SteelDesign

COMB1 Linear Add No Linear Static DEAD 1.4 None


COMB2 Linear Static LIVE 1.6


COMB3 Linear Static LIVE 1

COMB3 Linear Static QUAKE 1


COMB4 Linear Static LIVE 1

COMB4 Linear Static QUAKE -1


COMB5 Linear Static QUAKE 1


COMB6 Linear Static QUAKE -1

COMB7 Linear Add No Linear Static QUAKE 1 None

Table: Connectivity - FrameFrame JointI JointJ IsCurved Length CentroidX CentroidY CentroidZ

m m m m

1 1 2 No 4.2 -10.2 0 2.1

2 2 3 No 4.2 -10.2 0 6.3

3 3 4 No 4.2 -10.2 0 10.5

4 4 5 No 4.2 -10.2 0 14.7

5 6 7 No 4.2 -6 0 2.1

6 7 8 No 4.2 -6 0 6.3

7 8 9 No 4.2 -6 0 10.5

8 9 10 No 4.2 -6 0 14.7

9 11 12 No 4.2 0 0 2.1

10 12 13 No 4.2 0 0 6.3

11 13 14 No 4.2 0 0 10.5

12 14 15 No 4.2 0 0 14.7

13 16 17 No 4.2 6 0 2.1

14 17 18 No 4.2 6 0 6.3

15 18 19 No 4.2 6 0 10.5

16 19 20 No 4.2 6 0 14.7

17 21 22 No 4.2 10.2 0 2.1

18 22 23 No 4.2 10.2 0 6.3

19 23 24 No 4.2 10.2 0 10.5

20 24 25 No 4.2 10.2 0 14.7

21 2 7 No 4.2 -8.1 0 4.2

22 3 8 No 4.2 -8.1 0 8.4

23 4 9 No 4.2 -8.1 0 12.6

24 5 10 No 4.2 -8.1 0 16.8

25 7 12 No 6 -3 0 4.2

26 8 13 No 6 -3 0 8.4

27 9 14 No 6 -3 0 12.6

28 10 15 No 6 -3 0 16.8

29 12 17 No 6 3 0 4.2

30 13 18 No 6 3 0 8.4

31 14 19 No 6 3 0 12.6

32 15 20 No 6 3 0 16.8

33 17 22 No 4.2 8.1 0 4.2

34 18 23 No 4.2 8.1 0 8.4

35 19 24 No 4.2 8.1 0 12.6

36 20 25 No 4.2 8.1 0 16.8

Table: Material Properties 02 - Basic Mechanical PropertiesMaterial UnitWeight UnitMass E1 G12 U12 A1

Kgf/m3 Kgf-s2/m4 Kgf/m2 Kgf/m2 1/C

A615Gr60 7.85E+03 8.00E+02 2.04E+10 1.17E-05

A992Fy50 7.85E+03 8.00E+02 2.04E+10 7841930445 0.3 1.17E-05

beton 0.00E+00 0.00E+00 2625051315 1093771381 0.2 9.90E-06

Table: Frame Section Properties 01 - GeneralSectionName Material Shape t3 t2 tf tw

m m m m

BALOK 30/45 beton Rectangular 0.45 0.3

BALOK 30/60 beton Rectangular 0.6 0.3

FSEC1 A992Fy50 I/Wide Flange 0.3048 0.127 0.009652 0.00635

KOLOM 50/70 beton Rectangular 0.7 0.5

KOLOM 70/50 beton Rectangular 0.5 0.7

Table: Connectivity - Frame, Part 1 of 2

Frame JointI JointJ IsCurved Length CentroidX CentroidY CentroidZ

m m m m

1 1 2 No 4.2 -10.2 0 2.1

2 2 3 No 4.2 -10.2 0 6.3

3 3 4 No 4.2 -10.2 0 10.5

4 4 5 No 4.2 -10.2 0 14.7

5 6 7 No 4.2 -6 0 2.1

6 7 8 No 4.2 -6 0 6.3

7 8 9 No 4.2 -6 0 10.5

8 9 10 No 4.2 -6 0 14.7

9 11 12 No 4.2 0 0 2.1

10 12 13 No 4.2 0 0 6.3

11 13 14 No 4.2 0 0 10.5

12 14 15 No 4.2 0 0 14.7

13 16 17 No 4.2 6 0 2.1

14 17 18 No 4.2 6 0 6.3

15 18 19 No 4.2 6 0 10.5

16 19 20 No 4.2 6 0 14.7

17 21 22 No 4.2 10.2 0 2.1

18 22 23 No 4.2 10.2 0 6.3

19 23 24 No 4.2 10.2 0 10.5

20 24 25 No 4.2 10.2 0 14.7

21 2 7 No 4.2 -8.1 0 4.2

22 3 8 No 4.2 -8.1 0 8.4

23 4 9 No 4.2 -8.1 0 12.6

24 5 10 No 4.2 -8.1 0 16.8

25 7 12 No 6 -3 0 4.2

26 8 13 No 6 -3 0 8.4

27 9 14 No 6 -3 0 12.6

28 10 15 No 6 -3 0 16.8

29 12 17 No 6 3 0 4.2

30 13 18 No 6 3 0 8.4

31 14 19 No 6 3 0 12.6

32 15 20 No 6 3 0 16.8

33 17 22 No 4.2 8.1 0 4.2

34 18 23 No 4.2 8.1 0 8.4

35 19 24 No 4.2 8.1 0 12.6

36 20 25 No 4.2 8.1 0 16.8

JOINT DISPLACEMENTS

Joint Output Case Case TypeU1 U2 U3 R1 R2 R3

m m m Radians Radians Radians

1 COMB1 Combination 0 0 0 0 0 0







2 COMB1 Combination -0.000013 0 -0.000071 0 0.00006 0


2 COMB3 Combination 0.002606 0 -0.000045 0 0.000878 0

2 COMB4 Combination -0.002636 0 -0.000122 0 -0.000733 0

2 COMB5 Combination 0.002613 0 -7.12E-06 0 0.000844 0


2 COMB7 Combination 0.002621 0 0.000038 0 0.000806 0

3 COMB1 Combination -8.69E-08 0 -0.000124 0 0.000055 0


































7 COMB7 Combination 0.002607 0 4.27E-06 0 0.000607 0

8 COMB1 Combination 3.79E-08 0 -0.000374 0 0.000088 0




























12 COMB1 Combination -3.67E-18 0 -0.000292 0 -1.90E-18 0



































17 COMB1 Combination 9.65E-06 0 -0.000215 0 -0.000097 0

17 COMB2 Combination 0.000014 0 -0.000292 0 -0.000137 0






18 COMB1 Combination -3.79E-08 0 -0.000374 0 -0.000088 0































Kinerja Batas Layan dan Kinerja Batas Ultimit Pada PortalSNI 1726- Pasal 8.1 dan 8.2.5.1. Kinerja Batas Layan ( Δs )

Data :

Notasi Nilai Satuan Keterangan

R 8.5 - Faktor Reduksi gempa maksimum SRPMK (SNI 1726-Pasal 4.3.6-Tabel 3)

h' 420 cm Tinggi antar tingkat

Δs Analisa struktur mm Displacement lantai

Proses : Perpindahan

Syarat Drift Δs Dari analisa struktur, dibaca!!!!!Rumus Hasil Satuan (dari kombinasi khusus /7)

(0.03/R)*h' 14.82 mm 30 mm

Lantai Ke-hx Δs Drift Δs antar tingkat Syarat Drift Δs Ket.

cm mm mm mm

5 1680 12.00 2.05 14.82 …OK!

4 1260 9.95 3.33 14.82 …OK!

3 840 6.62 4.00 14.82 …OK!

2 420 2.62

Keterangan : Syarat Drift Δs > Drift Δs antar tingkat…….. (ok)

5.2. Kinerja Batas Ultimit ( Δm )

Proses :

Syarat Drift Δs

Rumus Hasil Satuan

0.02*h' 84.00 mm 0,7*R*Delta

Lantai Ke-hx Δs Drift Δm antar tingkat Syarat Drift Δm Ket.

cm mm mm mm

5 1360 12.00 71.39 84.00 …OK!

4 1020 9.95 59.20 84.00 …OK!

3 680 6.62 39.37 84.00 …OK!

2 340 2.62 15.59 84.00 …OK!

keterangan :Syarat Drift Δm > Drift Δm antar tingkat……(ok)

(SNI 1726-Pasal 4.3.6-Tabel 3)

Dari analisa struktur, dibaca!!!!!

TABLE: Concrete Details 1 - Column Summary Data - ACI 318-05/IBC2003 Frame DesignSect DesignType DesignOpt Status Location PMMCombo PMMAreaText Text Text Text Text mm Text mm2

2 KOLOM 70/50 Column Design No Messages 0 DCON1 35002 KOLOM 70/50 Column Design No Messages 2100 DCON1 35002 KOLOM 70/50 Column Design No Messages 4200 DCON1 35002 KOLOM 70/50 Column Design No Messages 0 DCON2 35002 KOLOM 70/50 Column Design No Messages 2100 DCON2 35002 KOLOM 70/50 Column Design No Messages 4200 DCON2 35002 KOLOM 70/50 Column Design No Messages 0 DCON3 35002 KOLOM 70/50 Column Design No Messages 2100 DCON3 35002 KOLOM 70/50 Column Design No Messages 4200 DCON3 35002 KOLOM 70/50 Column Design No Messages 0 DCON4 35002 KOLOM 70/50 Column Design No Messages 2100 DCON4 35002 KOLOM 70/50 Column Design No Messages 4200 DCON4 35002 KOLOM 70/50 Column Design No Messages 0 DCON5 35002 KOLOM 70/50 Column Design No Messages 2100 DCON5 35002 KOLOM 70/50 Column Design No Messages 4200 DCON5 35002 KOLOM 70/50 Column Design No Messages 0 DCON6 35002 KOLOM 70/50 Column Design No Messages 2100 DCON6 35002 KOLOM 70/50 Column Design No Messages 4200 DCON6 3500

PMMRatio VMajCombo VMajRebar VMinCombo VMinRebar ErrMsg WarnMsgUnitless Text mm2/mm Text mm2/mm Text Text

DCON1 0 DCON1 0 No Messages No MessagesDCON1 0 DCON1 0 No Messages No MessagesDCON1 0 DCON1 0 No Messages No MessagesDCON2 0 DCON2 0 No Messages No MessagesDCON2 0 DCON2 0 No Messages No MessagesDCON2 0 DCON2 0 No Messages No Messages

DCON3 (Sp) 0.804 DCON3 0 No Messages No MessagesDCON3 (Sp) 0.804 DCON3 0 No Messages No MessagesDCON3 (Sp) 0.804 DCON3 0 No Messages No MessagesDCON4 (Sp) 0.804 DCON4 0 No Messages No MessagesDCON4 (Sp) 0.804 DCON4 0 No Messages No MessagesDCON4 (Sp) 0.804 DCON4 0 No Messages No MessagesDCON5 (Sp) 0.804 DCON5 0 No Messages No MessagesDCON5 (Sp) 0.804 DCON5 0 No Messages No MessagesDCON5 (Sp) 0.804 DCON5 0 No Messages No MessagesDCON6 (Sp) 0.804 DCON6 0 No Messages No MessagesDCON6 (Sp) 0.804 DCON6 0 No Messages No MessagesDCON6 (Sp) 0.804 DCON6 0 No Messages No Messages

TABLE: Concrete Details 2 - Beam Summary Data - ACI 318-05/IBC2003Frame DesignSect DesignType Status Location FTopComboText Text Text Text mm Text22 BALOK 30/45 Beam No Messages 0 DCON122 BALOK 30/45 Beam No Messages 466.67 DCON122 BALOK 30/45 Beam No Messages 933.33 DCON1 (Sp)22 BALOK 30/45 Beam No Messages 1400 DCON1 (Sp)22 BALOK 30/45 Beam No Messages 1866.67 DCON1 (Sp)22 BALOK 30/45 Beam No Messages 2333.33 DCON1 (Sp)22 BALOK 30/45 Beam No Messages 2800 DCON1 (Sp)22 BALOK 30/45 Beam No Messages 3266.67 DCON1 (Sp)22 BALOK 30/45 Beam No Messages 3733.33 DCON122 BALOK 30/45 Beam No Messages 4200 DCON122 BALOK 30/45 Beam No Messages 0 DCON222 BALOK 30/45 Beam No Messages 466.67 DCON222 BALOK 30/45 Beam No Messages 933.33 DCON2 (Sp)22 BALOK 30/45 Beam No Messages 1400 DCON2 (Sp)22 BALOK 30/45 Beam No Messages 1866.67 DCON2 (Sp)22 BALOK 30/45 Beam No Messages 2333.33 DCON2 (Sp)22 BALOK 30/45 Beam No Messages 2800 DCON2 (Sp)22 BALOK 30/45 Beam No Messages 3266.67 DCON2 (Sp)22 BALOK 30/45 Beam No Messages 3733.33 DCON222 BALOK 30/45 Beam No Messages 4200 DCON222 BALOK 30/45 Beam No Messages 0 DCON322 BALOK 30/45 Beam No Messages 466.67 DCON3 (Sp)22 BALOK 30/45 Beam No Messages 933.33 DCON3 (Sp)22 BALOK 30/45 Beam No Messages 1400 DCON3 (Sp)22 BALOK 30/45 Beam No Messages 1866.67 DCON3 (Sp)22 BALOK 30/45 Beam No Messages 2333.33 DCON3 (Sp)22 BALOK 30/45 Beam No Messages 2800 DCON3 (Sp)22 BALOK 30/45 Beam No Messages 3266.67 DCON322 BALOK 30/45 Beam No Messages 3733.33 DCON322 BALOK 30/45 Beam No Messages 4200 DCON322 BALOK 30/45 Beam No Messages 0 DCON422 BALOK 30/45 Beam No Messages 466.67 DCON422 BALOK 30/45 Beam No Messages 933.33 DCON422 BALOK 30/45 Beam No Messages 1400 DCON4 (Sp)22 BALOK 30/45 Beam No Messages 1866.67 DCON4 (Sp)22 BALOK 30/45 Beam No Messages 2333.33 DCON4 (Sp)22 BALOK 30/45 Beam No Messages 2800 DCON4 (Sp)22 BALOK 30/45 Beam No Messages 3266.67 DCON4 (Sp)22 BALOK 30/45 Beam No Messages 3733.33 DCON4 (Sp)22 BALOK 30/45 Beam No Messages 4200 DCON422 BALOK 30/45 Beam No Messages 0 DCON522 BALOK 30/45 Beam No Messages 466.67 DCON5 (Sp)22 BALOK 30/45 Beam No Messages 933.33 DCON5 (Sp)22 BALOK 30/45 Beam No Messages 1400 DCON5 (Sp)22 BALOK 30/45 Beam No Messages 1866.67 DCON5 (Sp)

22 BALOK 30/45 Beam No Messages 2333.33 DCON5 (Sp)22 BALOK 30/45 Beam No Messages 2800 DCON5 (Sp)22 BALOK 30/45 Beam No Messages 3266.67 DCON522 BALOK 30/45 Beam No Messages 3733.33 DCON522 BALOK 30/45 Beam No Messages 4200 DCON522 BALOK 30/45 Beam No Messages 0 DCON622 BALOK 30/45 Beam No Messages 466.67 DCON622 BALOK 30/45 Beam No Messages 933.33 DCON622 BALOK 30/45 Beam No Messages 1400 DCON6 (Sp)22 BALOK 30/45 Beam No Messages 1866.67 DCON6 (Sp)22 BALOK 30/45 Beam No Messages 2333.33 DCON6 (Sp)22 BALOK 30/45 Beam No Messages 2800 DCON6 (Sp)22 BALOK 30/45 Beam No Messages 3266.67 DCON6 (Sp)22 BALOK 30/45 Beam No Messages 3733.33 DCON6 (Sp)22 BALOK 30/45 Beam No Messages 4200 DCON6

FTopArea FBotCombo FBotArea VCombo VRebar TLngCombo TLngAreaTTrnCombo TTrnRebarmm2 Text mm2 Text mm2/mm Text mm2 Text mm2/mm

342.334 DCON1 (Sp) 170.103 DCON1 0 DCON1 0 DCON1 0137.55 DCON1 (Sp) 90.547 DCON1 0 DCON1 0 DCON1 090.547 DCON1 (Sp) 90.547 DCON1 0 DCON1 0 DCON1 090.547 DCON1 113.256 DCON1 0 DCON1 0 DCON1 090.547 DCON1 162.147 DCON1 0 DCON1 0 DCON1 090.547 DCON1 159.575 DCON1 0 DCON1 0 DCON1 090.547 DCON1 105.569 DCON1 0 DCON1 0 DCON1 090.547 DCON1 (Sp) 90.547 DCON1 0 DCON1 0 DCON1 0

155.536 DCON1 (Sp) 90.547 DCON1 0 DCON1 0 DCON1 0365.813 DCON1 (Sp) 181.69 DCON1 0 DCON1 0 DCON1 0485.835 DCON2 (Sp) 240.763 DCON2 0.345 DCON2 0 DCON2 0193.143 DCON2 (Sp) 129.764 DCON2 0.345 DCON2 0 DCON2 0129.764 DCON2 (Sp) 163.732 DCON2 0 DCON2 0 DCON2 0129.764 DCON2 294.256 DCON2 0 DCON2 0 DCON2 0129.764 DCON2 358.87 DCON2 0 DCON2 0 DCON2 0129.764 DCON2 356.633 DCON2 0 DCON2 0 DCON2 0129.764 DCON2 287.579 DCON2 0 DCON2 0 DCON2 0129.764 DCON2 (Sp) 152.711 DCON2 0 DCON2 0 DCON2 0224.151 DCON2 (Sp) 129.764 DCON2 0.345 DCON2 0 DCON2 0526.586 DCON2 (Sp) 260.759 DCON2 0.345 DCON2 0 DCON2 0

0 DCON3 304.208 DCON3 (Sp) 0.345 DCON3 0 DCON3 0274.906 DCON3 398.9 DCON3 (Sp) 0.345 DCON3 0 DCON3 0274.906 DCON3 430.466 DCON3 (Sp) 0.345 DCON3 0 DCON3 0274.906 DCON3 398.463 DCON3 (Sp) 0.345 DCON3 0 DCON3 0274.906 DCON3 303.339 DCON3 (Sp) 0.345 DCON3 0 DCON3 0274.906 DCON3 (Sp) 274.906 DCON3 (Sp) 0.345 DCON3 0 DCON3 0274.906 DCON3 (Sp) 274.906 DCON3 (Sp) 0.345 DCON3 0 DCON3 0352.68 DCON3 (Sp) 274.906 DCON3 (Sp) 0.345 DCON3 0 DCON3 0565.37 DCON3 (Sp) 274.906 DCON3 (Sp) 0.345 DCON3 0 DCON3 0

851.239 DCON3 (Sp) 555.457 DCON3 (Sp) 0.345 DCON3 0 DCON3 0872.645 DCON4 (Sp) 565.37 DCON4 (Sp) 0.345 DCON4 0 DCON4 0565.37 DCON4 (Sp) 281.586 DCON4 (Sp) 0.345 DCON4 0 DCON4 0

394.157 DCON4 (Sp) 281.586 DCON4 (Sp) 0.345 DCON4 0 DCON4 0281.586 DCON4 (Sp) 281.586 DCON4 (Sp) 0.345 DCON4 0 DCON4 0281.586 DCON4 (Sp) 281.586 DCON4 (Sp) 0.345 DCON4 0 DCON4 0281.586 DCON4 (Sp) 281.586 DCON4 (Sp) 0.345 DCON4 0 DCON4 0281.586 DCON4 327.904 DCON4 (Sp) 0.345 DCON4 0 DCON4 0281.586 DCON4 352.466 DCON4 (Sp) 0.345 DCON4 0 DCON4 0281.586 DCON4 313.827 DCON4 (Sp) 0.345 DCON4 0 DCON4 0

0 DCON4 212.521 DCON4 (Sp) 0.345 DCON4 0 DCON4 00 DCON5 499.508 DCON5 (Sp) 0.822 DCON5 0 DCON5 0

222.252 DCON5 477.246 DCON5 (Sp) 0.759 DCON5 0 DCON5 0222.252 DCON5 421.204 DCON5 (Sp) 0.696 DCON5 0 DCON5 0222.252 DCON5 331.799 DCON5 (Sp) 0.633 DCON5 0 DCON5 0222.252 DCON5 (Sp) 222.252 DCON5 (Sp) 0.57 DCON5 0 DCON5 0

222.252 DCON5 (Sp) 222.252 DCON5 (Sp) 0.576 DCON5 0 DCON5 0222.252 DCON5 (Sp) 222.252 DCON5 (Sp) 0.639 DCON5 0 DCON5 0352.094 DCON5 (Sp) 222.252 DCON5 (Sp) 0.702 DCON5 0 DCON5 0565.37 DCON5 (Sp) 222.252 DCON5 (Sp) 0.766 DCON5 0 DCON5 0

683.802 DCON5 (Sp) 448.164 DCON5 (Sp) 0.829 DCON5 0 DCON5 0718.675 DCON6 (Sp) 470.592 DCON6 (Sp) 0.822 DCON6 0 DCON6 0565.37 DCON6 (Sp) 233.276 DCON6 (Sp) 0.759 DCON6 0 DCON6 0403.4 DCON6 (Sp) 233.276 DCON6 (Sp) 0.696 DCON6 0 DCON6 0

233.276 DCON6 (Sp) 233.276 DCON6 (Sp) 0.633 DCON6 0 DCON6 0233.276 DCON6 (Sp) 233.276 DCON6 (Sp) 0.57 DCON6 0 DCON6 0233.276 DCON6 (Sp) 233.276 DCON6 (Sp) 0.576 DCON6 0 DCON6 0233.276 DCON6 267.425 DCON6 (Sp) 0.639 DCON6 0 DCON6 0233.276 DCON6 353.052 DCON6 (Sp) 0.702 DCON6 0 DCON6 0233.276 DCON6 405.444 DCON6 (Sp) 0.766 DCON6 0 DCON6 0

0 DCON6 424.216 DCON6 (Sp) 0.829 DCON6 0 DCON6 0

ErrMsg WarnMsgText Text

No Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No Messages

No Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No MessagesNo Messages No Messages

ELEMENT FORCES - LANTAI 2, CENTERLINE 5

Frame Station CaseType P V2 M3 V3 T M2 S11Max S11Min

m Kgf Kgf Kgf-m Kgf Kgf-m Kgf-m Kgf/m2 m m Kgf/m2 m m m

2 0 COMB1 Combination -11516.26 -680.07 -1453.63 0 0 0 16935.27 3 0.25 -0.35 -82742.46 1 -0.25 -0.35 2-1 0

2 2.1 COMB1 Combination -11516.26 -680.07 -25.48 0 0 0 -32029.99 3 0.25 -0.35 -33777.2 1 -0.25 -0.35 2-1 2.1

2 4.2 COMB1 Combination -11516.26 -680.07 1402.67 0 0 0 15188.06 1 -0.25 -0.35 -80995.26 3 0.25 -0.35 2-1 4.2




2 0 COMB3 Combination -7713.8 1069.91 2165.43 0 0 0 52203.78 1 -0.25 -0.35 -96282.66 3 0.25 -0.35 2-1 0

2 2.1 COMB3 Combination -7713.8 1069.91 -81.38 0 0 0 -19249.17 3 0.25 -0.35 -24829.71 1 -0.25 -0.35 2-1 2.1

2 4.2 COMB3 Combination -7713.8 1069.91 -2328.19 0 0 0 57784.33 3 0.25 -0.35 -101863.2 1 -0.25 -0.35 2-1 4.2


2 2.1 COMB4 Combination -19027.62 -2710.77 17.74 0 0 0 -53756.43 1 -0.25 -0.35 -54972.83 3 0.25 -0.35 2-1 2.1








2 0 COMB7 Combination 5656.91 1890.34 3920.16 0 0 0 150567.96 1 -0.25 -0.35 -118242.77 3 0.25 -0.35 2-1 0

2 2.1 COMB7 Combination 5656.91 1890.34 -49.56 0 0 0 17861.83 3 0.25 -0.35 14463.36 1 -0.25 -0.35 2-1 2.1

2 4.2 COMB7 Combination 5656.91 1890.34 -4019.28 0 0 0 153966.43 3 0.25 -0.35 -121641.24 1 -0.25 -0.35 2-1 4.2

6 0 COMB1 Combination -34722.28 -1130.79 -2415.43 0 0 0 -16391.83 3 0.25 -0.35 -182021.2 1 -0.25 -0.35 6-1 0



6 0 COMB2 Combination -46208.65 -1586.44 -3394.34 0 0 0 -15647.51 3 0.25 -0.35 -248401.94 1 -0.25 -0.35 6-1 0

6 2.1 COMB2 Combination -46208.65 -1586.44 -62.82 0 0 0 -129871 3 0.25 -0.35 -134178.46 1 -0.25 -0.35 6-1 2.1



6 2.1 COMB3 Combination -39365.25 2768.8 15.67 0 0 0 -111934.96 1 -0.25 -0.35 -113009.33 3 0.25 -0.35 6-1 2.1












6 2.1 COMB7 Combination 675.89 4123.79 68.03 0 0 0 4263.66 1 -0.25 -0.35 -401.43 3 0.25 -0.35 6-1 2.1


10 0 COMB1 Combination -47087 3.12E-12 3.57E-12 0 0 0 -134534.3 1 -0.35 -0.25 -134534.3 3 0.35 -0.25 10-1 0

10 2.1 COMB1 Combination -47087 3.12E-12 -2.98E-12 0 0 0 -134534.3 3 0.35 -0.25 -134534.3 1 -0.35 -0.25 10-1 2.1

10 4.2 COMB1 Combination -47087 3.12E-12 -9.52E-12 0 0 0 -134534.3 3 0.35 -0.25 -134534.3 1 -0.35 -0.25 10-1 4.2

10 0 COMB2 Combination -62422.74 5.42E-12 7.48E-12 0 0 0 -178350.69 1 -0.35 -0.25 -178350.69 3 0.35 -0.25 10-1 0

10 2.1 COMB2 Combination -62422.74 5.42E-12 -3.91E-12 0 0 0 -178350.69 3 0.35 -0.25 -178350.69 1 -0.35 -0.25 10-1 2.1

10 4.2 COMB2 Combination -62422.74 5.42E-12 -1.53E-11 0 0 0 -178350.69 3 0.35 -0.25 -178350.69 1 -0.35 -0.25 10-1 4.2














10 2.1 COMB7 Combination -21.27 5535.99 29.21 0 0 0 654.66 1 -0.35 -0.25 -776.21 3 0.35 -0.25 10-1 2.1


14 0 COMB1 Combination -34722.28 1130.79 2415.43 0 0 0 -16391.83 1 -0.25 -0.35 -182021.2 3 0.25 -0.35 14-1 0




14 2.1 COMB2 Combination -46208.65 1586.44 62.82 0 0 0 -129871 1 -0.25 -0.35 -134178.46 3 0.25 -0.35 14-1 2.1






Output Case

PtS11Max

x2S11Max

x3S11Max

PtS11Min

x2S11Min

x3S11Min

Frame Elem

Elem Station























18 4.2 COMB4 Combination -7772.96 -1061.96 2302.26 0 0 0 56726.09 1 -0.25 -0.35 -101143 3 0.25 -0.35 18-1 4.2










22 0 COMB1 Combination 10.53 -4113.39 -2862.68 0 0 0 282812.09 3 0.225 -0.15 -282656.06 1 -0.225 -0.15 22-1 0

22 0.46667 COMB1 Combination 10.53 -3189.05 -1158.78 0 0 0 114525.42 3 0.225 -0.15 -114369.39 1 -0.225 -0.15 22-1 0.46667

22 0.93333 COMB1 Combination 10.53 -2264.72 113.77 0 0 0 11314.14 1 -0.225 -0.15 -11158.11 3 0.225 -0.15 22-1 0.93333


















22 0 COMB3 Combination -3684.42 -2234.06 2547.38 0 0 0 224300.97 1 -0.225 -0.15 -278885 3 0.225 -0.15 22-1 0



















































26 0.5 COMB1 Combination -2.99 -6772.73 -4007.67 0 0 0 222631.84 3 0.3 -0.15 -222665.01 1 -0.3 -0.15 26-1 0.5



26 2 COMB1 Combination -2.99 -2648.71 3058.4 0 0 0 169894.76 1 -0.3 -0.15 -169927.94 3 0.3 -0.15 26-1 2






26 5 COMB1 Combination -2.99 5599.32 -1367.51 0 0 0 75956.44 3 0.3 -0.15 -75989.61 1 -0.3 -0.15 26-1 5

26 5.5 COMB1 Combination -2.99 6973.99 -4510.84 0 0 0 250585.83 3 0.3 -0.15 -250619 1 -0.3 -0.15 26-1 5.5






26 2 COMB2 Combination 22.95 -3746.22 4331.77 0 0 0 240781.46 1 -0.3 -0.15 -240526.47 3 0.3 -0.15 26-1 2






26 5 COMB2 Combination 22.95 7934.63 -1950.84 0 0 0 108507.33 3 0.3 -0.15 -108252.33 1 -0.3 -0.15 26-1 5














26 5.5 COMB3 Combination -2721.58 11465.47 -13274.41 0 0 0 722347.25 3 0.3 -0.15 -752587 1 -0.3 -0.15 26-1 5.5












26 5 COMB4 Combination 2748.35 3711 4638.67 0 0 0 272972.28 1 -0.3 -0.15 -242435.1 3 0.3 -0.15 26-1 5




















26 2 COMB6 Combination 2732.27 -5431.76 -93.72 0 0 0 20385.84 3 0.3 -0.15 9972.77 1 -0.3 -0.15 26-1 2















26 3 COMB7 Combination -2734.96 3047.93 -201.64 0 0 0 -3991.74 3 0.3 -0.15 -26396.73 1 -0.3 -0.15 26-1 3






26 6 COMB7 Combination -2734.96 3047.93 -9345.42 0 0 0 503996 3 0.3 -0.15 -534384.46 1 -0.3 -0.15 26-1 6


30 0.5 COMB1 Combination -2.99 -6973.99 -4510.84 0 0 0 250585.83 3 0.3 -0.15 -250619 1 -0.3 -0.15 30-1 0.5
































30 3.5 COMB3 Combination -1419.24 4571.51 3566 0 0 0 190226.61 1 -0.3 -0.15 -205995.99 3 0.3 -0.15 30-1 3.5











30 2.5 COMB4 Combination 1446.01 -4820.45 3016.45 0 0 0 175613.8 1 -0.3 -0.15 -159547 3 0.3 -0.15 30-1 2.5





















30 0 COMB6 Combination 1429.94 -10551.16 -16832 0 0 0 943055.16 3 0.3 -0.15 -927166.93 1 -0.3 -0.15 30-1 0


















































Hasil Analisa Struktur Pada Lantai 2, Centerline 5

Balok Eksterior

No Kombinasi LOKASIBalok 22

1 1.4 DLEksterior/Tumpuan kiri 10.53 -4113.39 -2862.68

Interior/Tumpuan kanan 10.53 4205.64 -3056.40

2 1.2DL + 1.6LLEksterior/Tumpuan kiri 20.47 -5838.13 -4041.49


3 1.2DL + 1.0LL + 1.0EEksterior/Tumpuan kiri -3684.42 -2234.06 2547.38

Interior/Tumpuan kanan -3684.42 7836.54 -9217.83

4 1.2DL + 1.0LL - 1.0EEksterior/Tumpuan kiri 3716.78 -7707.93 -9439.54

Interior/Tumpuan kanan 3716.78 2362.66 1785.53

5 0.9DL + 1.0 EEksterior/Tumpuan kiri -3693.83 92.62 4153.16


6 0.9DL - 1.0 EEksterior/Tumpuan kiri 3710.08 -6438.99 -8569.87


Balok Interior

No Kombinasi LOKASIBalok 26

1 1.4 DLEksterior/Tumpuan kiri -2.99 2736.94 -7737.70


2 1.2DL + 1.6LLEksterior/Tumpuan kiri 22.95 -11533.46 -10947.91


3 1.2DL + 1.0LL + 1.0EEksterior/Tumpuan kiri -2721.58 -6779.29 -387.43


4 1.2DL + 1.0LL - 1.0EEksterior/Tumpuan kiri 2748.35 -12875.14 -18271.70


5 0.9DL + 1.0 EEksterior/Tumpuan kiri -2736.88 -2189.69 3967.90


6 0.9DL - 1.0 EEksterior/Tumpuan kiri 2732.27 -10380.58 -15906.07


N (kg) D (kg) M (kgm)

N (kg) D (kg) M (kgm)

Balok Eksterior

Balok 22 Balok 34

1364.79 10.53 -4205.64 -3056.40 1364.79

10.53 4113.39 -2862.68

1947.19 20.47 -5996.46 -4373.98 1947.19

20.47 5838.13 -4041.49

3588.14 -446.19 -2392.30 1732.37 2920.82

-446.19 7678.30 -9368.23

2946.32 478.55 -7806.90 -9164.67 3544.49

478.55 2263.69 2476.07

2946.32 -455.60 3.68 3483.69 3343.32

-455.60 5351.62 -7762.45

3045.93 471.85 -6492.37 -8199.28 3615.84

471.85 994.75 3345.74

Balok Interior

Balok 26 Balok 30

4332.44 -2.99 -8348.67 -8341.51 4332.44

-2.99 8147.40 -7737.70

6131.19 22.95 -11828.25 -11832.27 6131.19

22.95 11533.46 -10947.91

6536.70 -1419.24 -7038.79 -751.73 6691.39

-1419.24 12864.58 -18229.11

6691.05 1446.01 -13113.52 -19401.01 6515.24

1446.01 6789.85 -430.01

5273.87 -1434.55 -2329.63 3962.24 5468.33

-1434.55 8274.98 -13873.79

5820.99 1429.94 -10551.16 -16832.00 5594.85

1429.94 4295.29 1935.62

M-Span (kgm) N (kg) D (kg) M (kgm) M-Span (kgm)

M-Span (kgm) N (kg) D (kg) M (kgm) M-Span (kgm)

4153.16 Kgm

-9439.54 Kgm

Gempa Kanan

Gempa Kiri

3967.90 Kgm

-19401.01 Kgm

Gempa Kanan

Gempa Kiri

BALOK 22 DAN 44

4153.16 Kgm 3345.74 Kgm

-9439.54 Kgm -9368.23 Kgm

3615.84 Kgm

3615.84 Kgm

BALOK 26 DAN 30

3967.90 Kgm 1935.62 Kgm

-19401.01 Kgm -19421.79 Kgm

6691.39 Kgm

6691.39 Kgm

Tubes Teknik Gempa-joshua

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