muto and holzer

DYNAMIC ANALYSIS (3 Storeys)

HOLZER-MUTO DYNAMIC ANALYSIS 1 YOPPY SOLEMAN

Metoda Muto dan Holzer untuk Analisis Kerangka (Portal)

3.2 m

3.6 m

3.7 m 4 @ 8.1 meter

4.1 m

3 @ 6.8 meter

Gambar Tampak Struktur portal

3 @ 6.8 meter

Gambar Denah Struktur Portal

k = #REF!a = #REF!

Momen Inersia Bidang Penampang Empat Persegi

g (cm) h (cm) H = L (cm) Storey Tipe A Tipe B Tipe C Tipe D

1 Column 95 95 9025 210,000 6,787,552.1 410 16,555.0 1 - - 0.189806 0.379612 2 Column 95 95 9025 210,000 6,787,552.1 340 19,963.4 2 0.157400 0.314800 - -3 Column 95 95 9025 210,000 6,787,552.1 340 19,963.4 3 0.157400 0.314800 - -1 Beam 45 90 4050 210,000 2,733,750.0 870 3,142.2

Perhitungan Nilai k rata-rata Storey

Tipe Elemen

A (cm2) E (kg/cm2) I (cm4) ki, kc (cm3)

c

4321

2k

kkkkk

k

ka

2

Tipe A

k1 = 0 k2 kc

k3 = 0 k4

c

4321

2k

kkkkk

k

ka

2

Tipe B

k1 k2 kc

k3 k4

c

21

k

kkk

k

ka

2

5.0

Tipe C

k1=0 k2 kc

k3=0 k4 =0

c

21

k

kkk

k

ka

2

5.0

Tipe D

k1 k2 kc

k3=0 k4 =0



2 Beam 45 90 4050 210,000 2,733,750.0 870 3,142.2 3 Beam 45 90 4050 210,000 2,733,750.0 870 3,142.2 Storey Tipe A Tipe B Tipe C Tipe D

1 - - 0.315008 0.369645 2 0.072958 0.135995 - - 1.01936799183 0.072958 0.135995 - -

Storey1 186133.0 6.846531 1,274,365.4 12,743.7 127.4 2 326391.04 2.089529 682,003.5 6,820.0 68.2 3 326391.04 2.089529 682,003.5 6,820.0 68.2

Data mi

Storey mi 1 47,841.1 2 47,841.1 3 47,841.1

MODE SHAPE 1 MODE SHAPE 2

STO

RE

YS

STO

RE

YS

(mm) (cm) (MPa) (kN/m) (Ton) (kN/m) (rad/s) (cm) (cm) (kN) (kN) (detik) (rad/s)

95000

380

6.788E+18

1 95000 6.788E+18 25 2.35000E+07 127 3 0.48 68 13.0 1.0000 80.85 0.483 21.1350095000 6.788E+18 -0.9375 1.1855 80.85 #REF!95000

320

6.788E+182 95000 6.788E+18 25 2.35000E+07 68 2 0.48 68 13.000 -0.1855 -15.00 21.135

95000 6.788E+18 0.9656 65.8595000

320

6.788E+184 95000 6.788E+18 25 2.35000E+07 68 1 0.48 127 13.000 -1.1510895 -93.07 21.135

95000 6.788E+18 -0.2135474 -27

-0.9375

Pondasi

13.00

21.14 (rad/s)

35.71

Perhitungan Sk Perhitungan Sa Hasil SK Lantai

Sa SK (kN/m) SK (kN/cm) SK (Ton/cm)

Perhitungan Massa Terpusat Lantai mi

Tabel 4-8. Analisis Dinamis Struktur Portal 3-D - Metoda HOLZER (Asumsi balok-balok struktur kaku tak terhingga)

Dimensi Kolom

Tinggi antar

Lantai, Hi

Momen Inersia Tipikal

Balok, Ib =bh3/12

Momen Inersia Tipikal Kolom,

Ic =bh3/12

Mutu Beton (Kuat Tekan Karakteristik 28 Days), fc'

Modulus Elastisitas Material (Beton

Bertulang), Ec = 4700.fc'0.5

Kekakuan

Lateral 1 Kolom, ki =

12.Ec.Ic/Hi3

Lumped Mass at Centroid, mi

Kekakuan Lateral Total Lantai, Ski = S12.Ec.Ic/Hi

3

Frekuensi Sudut Mode

Shape 1 atau

Kecepatan Sudut, w1

Displ. = Simpangan

Lantai (mulai dengan d8 = 1.0

cm), di

Perpindahan akibat Gaya

Geser Lateral, Ddi

Gaya Geser Lateral

Kumulatif, GYi

Gaya Inersia Lantai, FIi =

mi.w2.di

Perioda Getar Struktur

(Mode Shape 1), T1


Shape 2 atau Kecepatan Sudut, w2

(mm4) (mm4) (kN/m2)



MODE SHAPE 2 MODE SHAPE 3

(cm) (cm) (kN) (kN) (detik) (rad/s) (cm) (cm) (kN) (kN) (detik)

1.0000 213.70 0.297 35.7130 1.0000 610.17 0.1763.1334 213.70 #REF! 8.9468 610.17

#REF! #REF! 35.713 #REF! #REF!#REF! #REF! #REF! #REF!

#REF! #REF! 35.713 #REF! #REF!#REF! #REF! #REF! #REF!

#REF! #REF!

Pondasi Pondasi

Displ. = Simpangan

Lantai (mulai dengan d8 = 1.0 cm), di


Geser Lateral, Ddi

Gaya Geser Lateral

Kumulatif, GYi


mi.w2.di


(Mode Shape 2), T2


Shape 3 atau

Kecepatan Sudut, w3

Displ. = Simpangan

Lantai (mulai

dengan d8 = 1.0 cm), di


Geser Lateral, Ddi

Gaya Geser Lateral

Kumulatif, GYi


mi.w2.di


(Mode Shape 3), T3

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