analisa besi

25

Bebanan VertikalArah Y (Bentang 6 m)Berat Lantai 2Beban Mati :- Atap = 1 m 40 kg/m2- Penggantung+Plafond = 1 m 18 kg/m2

58 kg/m2

lx = 3ly = 7qx = 0.5 x 3 m x 58 kg/m2 = 87 kg/mqe = 4263 - 261

49= 81.673 kg/m (Untuk Tepi)= 163.35 kg/m (Untuk Portal Tengah)

- Ring Balok = 0.2 m x 0.3 m x 2400 kg/m3 = 144 kg/m144 kg/m

= 307.35 kg/m (Untuk Portal Tengah)

Beban Hidup- Beban Atap = 100 kg/m2

lx = 3ly = 7qx = 0.5 x 3 m x 100 = 150 kg/mqe = 7350 - 450


- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Portal Tengah) = 0.5 x 1 m x 281.63 kg/m2 = 140.82 kg/m

Berat Lantai 1Beban Mati :- Pelat = 0.12 m x 2400 kg/m3 = 288 kg/m2- Keramik = 1 m x 1 24 kg/m2 = 24 kg/m2- Spesi = 1 m x 1 21 kg/m2 = 21 kg/m2- Plafond = 1 m x 1 18 kg/m2 = 18 kg/m2

351 kg/m2

lx = 3ly = 7qx = 0.5 x 3 m x 351 0 = 526.5 kg/mqe = 25799 - 1579.5


26

- Balok = 0.2 m x 0.3 m x 2400 kg/m3 = 144 kg/m144 kg/m

= 1132.5 kg/m (Untuk Portal Tengah)

Beban Hidup- Beban = 250 kg/m2

lx = 3ly = 7qx = 0.5 x 3 m x 250 = 375 kg/mqe = 18375 - 1125


- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Portal Tengah) = 0.5 x 1 m x 704.08 kg/m2 = 352.04 kg/m

25

Bebanan VertikalArah x (Bentang 3.5 m)Berat Lantai 2Beban Mati :- Atap = 1 m 40 kg/m2- Penggantung+Plafond = 1 m 18 kg/m2

58 kg/m2

lx = 3ly = 3.5qx = 0.5 x 3 m x 58 kg/m2 = 87qe = 1065.8 - 228.38

12.25= 68.357kg/m (Untuk Tepi)= 136.71kg/m (Untuk Portal Tengah)

- Ring Balok = 0.25 m x 0.35 m x 2400 kg/m3 = 210210

= 346.71kg/mx 3.5= 1213.5 kg (Untuk Portal Tengah)


lx = 3ly = 3.5qx = 0.5 x 3 m x 100 = 150qe = 1837.5 - 393.75

12.25= 117.86kg/m (Untuk Tepi)= 235.71kg/m (Untuk Portal Tengah)

- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Portal Tengah) = 0.5 x 3.5 m x 235.71 kg/m2 = 412.5

=

Berat Lantai 1Beban Mati :- Pelat = 0.12 m x 2400 kg/m3 = 288- Keramik = 1 m x 1 24 kg/m2 = 24- Spesi = 1 m x 1 21 kg/m2 = 21- Plafond = 1 m x 1 18 kg/m2 = 18

351

lx = 3ly = 6qx = 0.5 x 3 m x 351 0 = 526.5qe = 18954 - 2369

26

36= 460.69kg/m (Untuk Tepi)= 921.38kg/m (Untuk Portal Tengah)

- Balok = 0.35 m x 0.38 m x 2400 kg/m3 = 319.2319.2

= 1240.6kg/mx 3.5= 4342 kg (Untuk Portal Tengah)


lx = 3ly = 6qx = 0.5 x 3 m x 250 = 375qe = 13500 - 1687.5

36= 328.13kg/m (Untuk Tepi)= 656.25kg/m (Untuk Portal Tengah)

- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Portal Tengah) = 0.5 x 3.5 m x 656.25 kg/m2 = 1148.4

27

kg/m

kg/mkg/m

kg/m

kg

kg/m2kg/m2kg/m2kg/m2kg/m2

kg/m

28

kg/mkg/m

kg/m

kg

34

Bebanan HorizontalBerat Lantai 2Beban Mati :- Atap = 1 m x 15 m x 17.5 m x 40 kg/m2 = 10,500.00 Kg- Ring Balok = 70 m x 0.20 m x 0.3 m x 2400 kg/m3 = 10,080.00 Kg

= 90 m x 0.25 m x 0.4 m x 2400 kg/m3 = 21,600.00 Kg= 28 m x 0.20 m x 0.3 m x 2401 kg/m4 = 4,033.68 Kg

- Kolom (35 x 40) = 48 m x 0.35 m x 0.4 m x 2400 kg/m3 = 16,128.00 Kg- Plat Dek = 65 m x 1 m x 0.1 m x 2400 kg/m3 = 15,600.00 Kg- Balok Dek = 65 m x 1 m x 0.1 m x 2400 kg/m3 = 15,600.00 Kg- Dinding = 1 m x 130 m x 2 m x 250 kg/m2 = 65,000.00 Kg- Penggantung + Plafon = 1 m x 15 m x 17.5 m x 18 kg/m2 = 4,725.00 KgTotal beban mati 163,266.68 Kg

Beban Hidup- Beban Atap = 100 kg/m2- Koef. Reduksi = 0.5 Wh2 = 0.5 x 17.5 m x 15 m x 100 kg/m2 = 13,125.00 Kg

Beban Lantai 2 (Wh2) = Beban Mati + Beban Hidup= 163,266.68 Kg + 13,125.00 kg= 176,391.68 Kg

Berat Lantai 1Beban Mati :- Pelat = 15 m x 17.5 m x 0.12 m x 2400 kg/m3 = 75,600.00 Kg- Balok = 90 m x 0.30 m x 0.28 m x 2400 kg/m3 = 18,144.00 Kg

= 70 m x 0.30 m x 0.28 m x 2400 kg/m3 = 14,112.00 Kg= 28 m x 0.20 m x 0.3 m x 2401 kg/m4 = 4,033.68 Kg

- Kolom (35 x 40) = 96 m x 0.35 m x 0.4 m x 2400 kg/m3 = 32,256.00 Kg- Plat Dek = 65 m x 0.8 m x 0.1 m x 2400 kg/m3 = 12,480.00 Kg- Balok Dek = 65 m x 1 m x 0.1 m x 2400 kg/m3 = 15,600.00 Kg- Dinding = 1 m x 130 m x 4 m x 250 kg/m2 = 130,000.00 Kg- Plafond = 1 m x 15 m x 17.5 m x 18 kg/m2 = 4,725.00 Kg- Keramik = 1 m x 15 m x 17.5 m x 24 kg/m2 = 6,300.00 Kg- Spasi = 1 m x 15 m x 17.5 m x 21 kg/m2 = 5,512.50 KgTotal beban mati 318,763.18 Kg

Beban Hidup- Beban Atap = 250 kg/m2- Koef. Reduksi = 0.3 Wh1 = 0.3 x 15 m x 17.5 m x 250 kg/m2 = 19,687.50 Kg


Beban Total = 514,842.36 Kg

35

Menentukan Waktu Getar Alami (T)

Tx = Ty =H = 10

= 10 mTx = Ty

= 0.3374 detik

Menentukan Koefisien Gempa Dasar ( c )Berdasarkan gambar Wilayah Gempa 5 dengan jenis tanah LunakDiperoleh c = 0.9

Menentukan Faktor Keutamaan (I) dan faktor Reduksi Gempa (R)Tabel 1 = Kantor

= 1Tabel 2 = 8.5

Gaya geser Horizontal Total Akibat Gempa (V)V = (Ci x I x Wt ) /R

= 54,512.72 Kg = 54512.720471 kg

Distribusi gaya geser horizontal akibat gempa ke sepanjang tinggi gedung (F1)

Tingkat keh

Wi (kg) Wi x h (kgm) Fixy (kgm)(m)

2 8 176,392 1,411,133 27,821.52 1 4 338,451 1,353,803 26,691.20

Jumlah 2,764,936 54,512.72

Tingkat keUntuk tiap portal

1/6 Fix 1/4 Fiy2 4,636.92 6,955.38 1 4,448.53 6,672.80

Jumlah 9,085.45 13,628.18

0,06 H3/4

25

Bebanan VertikalArah X (Bentang 3.5 m)Berat Lantai 2Beban Mati :- Atap = 1 m 40 kg/m2- Penggantung+Plafond = 1 m 18 kg/m2

58 kg/m2

lx = 3.5ly = 6qx = 0.5 x 3.5 m x 58 kg/m2 = 101.5 kg/mqe = 2 x 101.5


- Ring Balok = 0.2 m x 0.3 m x 2400 kg/m3 = 144 kg/m- Balok Plat Dek = 0.5 m x 0.1 m x 2400 kg/m3 = 120 kg/m- Plat Dek = 1 m x 0.1 m x 2400 kg/m3 = 240 kg/m

504 kg/m

= 571.67 kg/m (Untuk Tepi)= 211.67 kg/m= 413.67 kg/m (Untuk Portal Tengah)


lx = 3.5ly = 6qx = 0.5 x 3.5 m x 100 = 175 kg/mqe = 2 x 175


- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 116.67 kg/m2 = 58.333 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 116.67 kg/m2 = 108.33 kg/m


351 kg/m2

lx = 3.5ly = 6qx = 0.5 x 3.5 m x 351 0 = 614.25 kg/m

26

qe = 2 x 614.253

= 409.5 kg/m (Untuk Tepi)= 819 kg/m (Untuk Portal Tengah)

- Plat Dek = 0.8 m x 0.1 m x 2400 kg/m3 = 192 kg/m- Balok = 0.3 m x 0.28 m x 2400 kg/m3 = 201.6 kg/m- Dinding = 4 m x 250 kg/m2 = 1000 kg/m

1393.6 kg/m

= 1803.1 kg/m (Untuk Tepi)= 1611.1 kg/m= 3163.7 kg/m (Untuk Portal Tengah)


lx = 3.5ly = 6qx = 0.5 x 3.5 m x 250 = 437.5 kg/mqe = 2 x 437.5



Arah X (Bentang 3.5 m dengan y 3 m)Berat Lantai 2Beban Mati :- Atap = 1 m 40 kg/m2- Penggantung+Plafond = 1 m 18 kg/m2

58 kg/m2

lx = 3ly = 3.5qx = 0.5 x 3 m x 58 kg/m2 = 87 kg/mqe = 2 x 87

3= 58 kg/m (Untuk Tepi)= 116 kg/m (Untuk Portal Tengah)


504 kg/m

= 562 kg/m (Untuk Tepi)= 202 kg/m (Untuk Portal Tengah)

27


lx = 3ly = 3.5qx = 0.5 x 3 m x 100 = 150 kg/mqe = 2 x 150


- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 100 kg/m2 = 50 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 100 kg/m2 = 50 kg/m


351 kg/m2

lx = 3ly = 3.5qx = 0.5 x 3 m x 351 0 = 526.5 kg/mqe = 2 x 526.5



1393.6 kg/m

= 1744.6 kg/m (Untuk Tepi)= 1552.6 kg/m (Untuk Portal Tengah)


lx = 3ly = 3.5qx = 0.5 x 3 m x 250 = 375 kg/mqe = 2 x 375


- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 250 kg/m2 = 125 kg/m

28

(Untuk Portal Tengah) = 0.5 x 1 m x 250 kg/m2 = 125 kg/m

25

Bebanan VertikalArah Y (Bentang 6 m)Berat Lantai 2Beban Mati :- Atap = 1 m 40 kg/m2- Penggantung+Plafond = 1 m 18 kg/m2

58 kg/m2

lx = 3.5ly = 6qx = 0.5 x 3.5 m x 58 kg/m2 = 101.5 kg/mqe = 3654 - 414.46



570 kg/m



lx = 3.5ly = 6qx = 0.5 x 3.5 m x 100 = 175 kg/mqe = 6300 - 714.58




351 kg/m2

lx = 3.5ly = 6qx = 0.5 x 3.5 m x 351 0 = 614.25 kg/mqe = 22113 - 2508

26



1511.2 kg/m



lx = 3.5ly = 6qx = 0.5 x 3.5 m x 250 = 437.5 kg/mqe = 15750 - 1786



Arah Y (Bentang 3 m)Berat Lantai 2Beban Mati :- Atap = 1 m 40 kg/m2- Penggantung+Plafond = 1 m 18 kg/m2

58 kg/m2

lx = 3ly = 3.5qx = 0.5 x 3 m x 58 kg/m2 = 87 kg/mqe = 1065.8 - 261

12.25= 65.694 kg/m (Untuk Tepi)= 131.39 kg/m (Untuk Portal Tengah)


570 kg/m



27

lx = 3ly = 3.5qx = 0.5 x 3 m x 100 = 150 kg/mqe = 1837.5 - 450




351 kg/m2

lx = 3ly = 3.5qx = 0.5 x 3 m x 351 0 = 526.5 kg/mqe = 6449.6 - 1579.5



1511.2 kg/m



lx = 3ly = 3.5qx = 0.5 x 3 m x 250 = 375 kg/mqe = 4593.8 - 1125



45

Analisis Struktur

Portal

Gambar Bidang Momen

Berdasarkan analisis didapat momen maksimum sebagai berikut :

KolomMomen Max

Ton/ mUk. 30 x 60 8.7983Uk. 15 x 30 2.4671

Berdasarkan hasil analisis struktur dengan menggunakan SAP 2000, didapat hasil analisa struktur sebagai berikut :

Perhitungan Tulangan1. Perhitungan Tulangan Balok 35 x 50 cmPerhitungan momen dilakukan dengan SAPMomen maksimum masing-masing balok

Lantai Momen1 14,243.67 kgm

18,563.05 kgm

Balok 35 x 50b = 350 mmh = 500 mmd = 460 mm

= 21.7 Mpa

= 400 Mpa

= 275 Mpa

LapanganMu = 14,243.67 kgm

= 139.68 kNm

ρ - ρ' = 0.5 ρb dari balok dengan tulangan tunggalRasio tulangan seimbang dari balok tulangan tunggal :

= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 350 211600 4001 - 0.59 ρ 400

21.7= 23699200000 ρ [ 1 - 10.876 ρ ]

139,683,537.48 = 23699200000 ρ - 257742451612.903

fc'

fy

fy s

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

0.0005420 = 0.0919492 ρ -

= 0.0919492 ρ - - 0.0005420

0 = - 0.0919492 ρ + 0.000542

= 0.08561939437

= 0.00632975817 dipakai

Luas Tulangan

= ρ b d= 0.006329758 350 460

= 1019.091066

= d

= 4.658 350 460 1600

= 468.7440416

= 1,4 d

= 1.4 350 460 400

= 563.5

≥ ……… ok

= 0.5= 0.5 1019.091

= 509.545533

Jadi pakai tulanganØ = 16

= 200.96

As = 5.07 Btg= 6.00 Btg

3215.36

= 2.54 Btg

ρ2

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'

= 3.00 Btg

TumpuanMu = 18,563.05 kgm

= 182.04 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 350 211600 4001 - 0.59 ρ 400

21.7= 23699200000 ρ [ 1 - 10.876 ρ ]

182,042,443.44 = 23699200000 ρ - 257742451612.903

0.0007063 = 0.0919492 ρ -

= 0.0919492 ρ - - 0.0007063

0 = - 0.0919492 ρ + 0.000706

= 0.08348944982

= 0.00845970272 dipakai

Luas Tulangan

= ρ b d= 0.008459703 350 460

= 1362.012138

= d

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

= 4.658 350 460 1600

= 468.7440416

= 1,4 d

= 1.4 350 460 400

= 563.5

≥ ……… ok

= 0.5= 0.5 1362.012

= 681.0060688


= 200.96

As = 6.78 Btg= 7.00 Btg

3215.36

= 3.39 Btg= 4.00 Btg

4fy

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'

2. Perhitungan Tulangan Balok 30 x 40 cmPerhitungan momen dilakukan dengan SAPMomen maksimum masing-masing balok


9,160.60 kgm


= 21.7 Mpa

= 400 Mpa

= 275 Mpa


= 40.15 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 300 129600 4001 - 0.59 ρ 400

21.7= 12441600000 ρ [ 1 - 10.876 ρ ]

40,154,357.61 = 12441600000 ρ - 135309566820.277

0.0002968 = 0.0919492 ρ -

fc'

fy

fy s

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

= 0.0919492 ρ - - 0.0002968

0 = - 0.0919492 ρ + 0.000297

= 0.08859971524

= 0.0033494373 dipakai

Luas Tulangan

= ρ b d= 0.003349437 300 360

= 361.7392287

= d

= 4.658 300 360 1600

= 314.4369969

= 1,4 d

= 1.4 300 360 400

= 378

≥ ……… ok

= 0.5= 0.5 361.739

= 180.8696143


= 200.96

As = 1.80 Btg= 2.00 Btg

3215.36

= 0.90 Btg= 1.00 Btg

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'


= 89.84 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 300 129600 4001 - 0.59 ρ 400

21.7= 12441600000 ρ [ 1 - 10.876 ρ ]

89,835,345.34 = 12441600000 ρ - 135309566820.277

0.0006639 = 0.0919492 ρ -

= 0.0919492 ρ - - 0.0006639

0 = - 0.0919492 ρ + 0.000664

= 0.08404998957

= 0.00789916297 dipakai

Luas Tulangan

= ρ b d= 0.007899163 300 360

= 853.1096009

= d

= 4.658 300 360

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

1600

= 314.4369969

= 1,4 d

= 1.4 300 360 400

= 378

≥ ……… ok

= 0.5= 0.5 853.110

= 426.5548005


= 200.96

As = 4.25 Btg= 5.00 Btg

3215.36

= 2.12 Btg= 3.00 Btg

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'



6,109.38 kgm


= 21.7 Mpa

= 400 Mpa

= 275 Mpa


= 37.82 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 250 129600 4001 - 0.59 ρ 400

21.7= 10368000000 ρ [ 1 - 10.876 ρ ]

37,822,223.97 = 10368000000 ρ - 112757972350.23

0.0003354 = 0.0919492 ρ -

fc'

fy

fy s

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

= 0.0919492 ρ - - 0.0003354

0 = - 0.0919492 ρ + 0.000335

= 0.0881436797

= 0.00380547285 dipakai

Luas Tulangan

= ρ b d= 0.003805473 250 360

= 342.4925562

= d

= 4.658 250 360 1600

= 262.0308307

= 1,4 d

= 1.4 250 360 400

= 315

≥ ……… ok

= 0.5= 0.5 342.493

= 171.2462781


= 200.96

As = 1.70 Btg= 2.00 Btg

3215.36

= 0.85 Btg= 1.00 Btg

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'


= 59.91 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 250 129600 4001 - 0.59 ρ 400

21.7= 10368000000 ρ [ 1 - 10.876 ρ ]

59,912,916.42 = 10368000000 ρ - 112757972350.23

0.0005313 = 0.0919492 ρ -

= 0.0919492 ρ - - 0.0005313

0 = - 0.0919492 ρ + 0.000531

= 0.08575297264

= 0.00619617991 dipakai

Luas Tulangan

= ρ b d= 0.00619618 250 360

= 557.6561916

= d

= 4.658 250 360

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

1600

= 262.0308307

= 1,4 d

= 1.4 250 360 400

= 315

≥ ……… ok

= 0.5= 0.5 557.656

= 278.8280958


= 200.96

As = 2.77 Btg= 3.00 Btg

3215.36

= 1.39 Btg= 2.00 Btg

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'


Lantai Momen1 969.47 kgm

2,490.29 kgm


= 21.7 Mpa

= 400 Mpa

= 275 Mpa

LapanganMu = 969.47 kgm

= 9.51 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 200 67600 4001 - 0.59 ρ 400

21.7= 4326400000 ρ [ 1 - 10.876 ρ ]

9,507,310.90 = 4326400000 ρ - 47052092165.8986

0.0002021 = 0.0919492 ρ -

fc'

fy

fy s

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

= 0.0919492 ρ - - 0.0002021

0 = - 0.0919492 ρ + 0.000202

= 0.08969645185

= 0.0022527007 dipakai

Luas Tulangan

= ρ b d= 0.002252701 200 260

= 117.1404362

= d

= 4.658 200 260 1600

= 151.3955911

= 1,4 d

= 1.4 200 260 400

= 182

≥ ……… ok

= 0.5= 0.5 117.140

= 58.5702181


= 200.96

As = 0.58 Btg= 1.00 Btg

3215.36

= 0.29 Btg= 1.00 Btg

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'


= 24.42 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 200 67600 4001 - 0.59 ρ 400

21.7= 4326400000 ρ [ 1 - 10.876 ρ ]

24,421,551.23 = 4326400000 ρ - 47052092165.8986

0.0005190 = 0.0919492 ρ -

= 0.0919492 ρ - - 0.0005190

0 = - 0.0919492 ρ + 0.000519

= 0.08590738805

= 0.00604176449 dipakai

Luas Tulangan

= ρ b d= 0.006041764 200 260

= 314.1717535

= d

= 4.658 200 260

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

1600

= 151.3955911

= 1,4 d

= 1.4 200 260 400

= 182

≥ ……… ok

= 0.5= 0.5 314.172

= 157.0858768


= 200.96

As = 1.56 Btg= 2.00 Btg

3215.36

= 0.78 Btg= 1.00 Btg

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'

5. Perhitungan Tulangan Balok Anak Lantai 2 20 x 30 cmPerhitungan momen dilakukan dengan SAPMomen maksimum masing-masing balok


kgm


= 21.7 Mpa

= 400 Mpa

= 275 Mpa


= 35.69 kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 200 67600 4001 - 0.59 ρ 400

21.7= 4326400000 ρ [ 1 - 10.876 ρ ]

35,686,616.78 = 4326400000 ρ - 47052092165.8986

0.0007584 = 0.0919492 ρ -

fc'

fy

fy s

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

= 0.0919492 ρ - - 0.0007584

0 = - 0.0919492 ρ + 0.000758

= 0.08278778813

= 0.00916136442 dipakai

Luas Tulangan

= ρ b d= 0.009161364 200 260

= 476.3909497

= d

= 4.658 200 260 1600

= 151.3955911

= 1,4 d

= 1.4 200 260 400

= 182

≥ ……… ok

= 0.5= 0.5 476.391

= 238.1954749


= 200.96

As = 2.37 Btg= 3.00 Btg

3215.36

= 1.19 Btg= 2.00 Btg

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'

TumpuanMu = - kgm

= - kNm


= 0.85 [ 600 ]

600 += 0.85 0.85 21.7 [ 600 ]400 600 + 400= 0.85 0.85 0.054 0.6= 0.023517375

≤ 0.75≤ 0.75 0.023517≤ 0.017638

Mu = Ø ρ b 1 - 0.59 ρ

= 0.8 ρ 200 67600 4001 - 0.59 ρ 400

21.7= 4326400000 ρ [ 1 - 10.876 ρ ]

- = 4326400000 ρ - 47052092165.8986

- = 0.0919492 ρ -

= 0.0919492 ρ - - -

0 = - 0.0919492 ρ + -

= 0.09194915254

= 0 dipakai

Luas Tulangan

= ρ b d= 0 200 260

= 0

= d

= 4.658 200 260

ρb β1 fc'

fy fy

ρmax ρb

d2 fy fy

fc'

ρ2

ρ2

ρ2

ρ2

ρ1

ρ2

As

mm2

As min fc'0.5 bw

4fy

1600

= 151.3955911

= 1,4 d

= 1.4 200 260 400

= 182

≥ ……… ok

= 0.5= 0.5 0.000

= 0


= 200.96

As = 0.00 Btg= 0.00 Btg

3215.36

= 0.00 Btg= 0.00 Btg

mm2

As min bw

fy

mm2

As As min

As' As

mm2

mm2

As'

PENULANGAN KOLOM

Lantai 1Data

- Gaya Normal Kolom ( Pu ) = 54,220.00 Kg- Gaya Normal Kolom ( Pu ) = 531.72 kN- Momen Arah Sumbu X (Mux) = 53.86 kNm- Momen Arah Sumbu Y (Muy) = 52.61 kNm- Tinggi Kolom = 4.50 m- h Kolom = 0.40 m- h Kolom = 400.00 mm- b Kolom = 0.35 m- b Kolom = 350.00 mm- = 21.70 Mpa- = 400.00 Mpa- Faktor Reduksi = 0.30

Eksentrisitas momen lentur searah sumbu X ( ex )

= MuPu

= 53.86 531.72

= 0.10129 m

Eksentrisitas momen lentur searah sumbu Y ( ey )

=MuPu

= 52.61 531.72

= 0.09894 m

Eksentrisitas resultan momen lentur

e = += 0.01026 + 0.00979= 0.14159386 m= 141.593862 mm

Sudut eksentrisitas terhadap sumbu Y ( θ)

θ = arctg

= arctg 0.101290.09894

= arctg 1.0237= 45.6710

Pu=

54,220.00

21.70 x 160,000.00

Mutu Beton ( fc' )Mutu Baja ( fy )

ex

ey

( ex2 ey

2 )2

ex

ey

fc' h2

= 0.01561636

= 54,220.00 x 141.59

21.70 x 64,000,000.00 = 0.00552795

Dari grafik interaksi kolom didapat ρ tm = 0.32

Dari grafik interaksi kolom didapat ρ tm = 0.14m = fy

0.85 x fc= 400

0.85 x 21.70 = 21.69

= 45.6710 - 0 x ( 0.32 - 0.14 ) + 0.1445 - 0

= 0.322684

=m

=0.322684

21.6861 = 0.0149

Ast = x= 0.0149 x 160,000.00

= 2380.76255


= 200.96

As = 11.85 Btg= 12.00 Btg

Lantai 2Data

- Gaya Normal Kolom ( Pu ) = 12,569.80 Kg- Gaya Normal Kolom ( Pu ) = 123.27 kN- Momen Arah Sumbu X (Mux) = 30.58 kNm- Momen Arah Sumbu Y (Muy) = 1.97 kNm- Tinggi Kolom = 4.50 m- h Kolom = 0.40 m- h Kolom = 400.00 mm- b Kolom = 0.35 m- b Kolom = 350.00 mm

Pu . e

fc' h3

ρtm

ρtρtm

ρt h2

mm2

mm2

- = 21.70 Mpa- = 400.00 Mpa- Faktor Reduksi = 0.30

Eksentrisitas momen lentur searah sumbu X ( ex )

= MuPu

= 30.58 123.27

= 0.24809 m

Eksentrisitas momen lentur searah sumbu Y ( ey )

=MuPu

= 1.97 123.27

= 0.01600 m

Eksentrisitas resultan momen lentur

e = += 0.06155 + 0.00026= 0.24860941 m= 248.609412 mm

Sudut eksentrisitas terhadap sumbu Y ( θ)

θ = arctg

= arctg 0.248090.01600

= arctg 15.5033= 86.3094

Pu=

12,569.80

21.70 x 160,000.00 = 0.00362033

= 12,569.80 x 248.61

21.70 x 64,000,000.00 = 0.00225012

Dari grafik interaksi kolom didapat ρ tm = 0.2

Dari grafik interaksi kolom didapat ρ tm = 0.07m = fy

0.85 x fc= 400

0.85 x 21.70

Mutu Beton ( fc' )Mutu Baja ( fy )

ex

ey

( ex2 ey

2 )2

ex

ey

fc' h2

Pu . e

fc' h3

= 21.69

= 86.3094 - 0 x ( 0.2 - 0.07 ) + 0.0786 - 0

= 0.2004677

=m

=0.2004677

21.6861 = 0.0092

Ast = x= 0.0092 x 160,000.00

= 1479.05067


= 200.96

As = 7.36 Btg= 8.00 Btg

ρtm

ρtρtm

ρt h2

mm2

mm2

25

Bebanan VertikalArah XBerat Lantai 2Beban Mati :- Atap = 1 m x 4.5 m x 40 kg/m2 = 180 kg/m- Ring Balok = 0.2 m x 0.3 m x 2400 kg/m3 = 144 kg/m- Plat Dek = 4.5 m x 0.1 m x 2400 kg/m3 = 1080 kg/m- Penggantung+Plafond= 1 m x 4.5 m x 18 kg/m2 = 81 kg/m

1485 kg/m

Beban Hidup- Beban Atap = 100 kg/m2- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)

= 0.5 x 4.5 m x 100 kg/m2 = 225 kg/m

Berat Lantai 1Beban Mati :- Pelat = 4.5 m x 0.12 m x 2400 kg/m3 = 1296 kg/m- Plat Dek = 4.5 m x 0.1 m x 2400 kg/m3 = 1080 kg/m- Balok = 0.3 m x 0.28 m x 2400 kg/m3 = 201.6 kg/m- Dinding = 4 m x 250 kg/m2 = 1000 kg/m- Keramik = 1 m x 4.5 m x 24 kg/m2 = 108 kg/m- Spesi = 1 m x 4.5 m x 21 kg/m2 = 94.5 kg/m- Plafond = 1 m x 4.5 m x 18 kg/m2 = 81 kg/m

3861.1 kg/m

Beban Hidup- Beban = 250 kg/m2- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)

= 0.5 x 4.5 m x 250 kg/m2 = 562.5 kg/m

25

Bebanan VertikalArah yBerat Lantai 2Beban Mati :- Atap = 1 m x 3.5 m x 40 kg/m2 = 140 kg/m- Ring Balok = 0.25 m x 0.4 m x 2400 kg/m3 = 240 kg/m- Plat Dek = 3.5 m x 0.1 m x 2400 kg/m3 = 840 kg/m- Penggantung+Plafond= 1 m x 3.5 m x 18 kg/m2 = 63 kg/m

1283 kg/m

Beban Hidup- Beban Atap = 100 kg/m2- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)

= 0.5 x 3.5 m x 100 kg/m2 = 175 kg/m

Berat Lantai 1Beban Mati :- Pelat = 3.5 m x 0.12 m x 2400 kg/m3 = 1008 kg/m- Plat Dek = 3.5 m x 0.1 m x 2400 kg/m3 = 840 kg/m- Balok = 0.35 m x 0.38 m x 2400 kg/m3 = 319.2 kg/m- Dinding = 4 m x 250 kg/m2 = 1000 kg/m- Keramik = 1 m x 3.5 m x 24 kg/m2 = 84 kg/m- Spesi = 1 m x 3.5 m x 21 kg/m2 = 73.5 kg/m- Plafond = 1 m x 3.5 m x 18 kg/m2 = 63 kg/m

3387.7 kg/m

Beban Hidup- Beban = 250 kg/m2- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)

= 0.5 x 3.5 m x 250 kg/m2 = 437.5 kg/m

34

Bebanan HorizontalBerat Lantai 2Beban Mati :- Atap = 1 m x 3 m x 7 m x 40 kg/m2 = 840.00 Kg- Ring Balok = 7 m x 0.20 m x 0.3 m x 2400 kg/m3 = 1,008.00 Kg- Penggantung + Plafond = 1 m x 3 m x 7 m x 18 kg/m2 = 378.00 KgTotal beban mati 2,226.00 Kg

Beban Hidup- Beban Atap = 100 kg/m2- Koef. Reduksi = 0.5 Wh2 = 0.5 x 7 m x 3 m x 100 kg/m2 = 1,050.00 Kg


Berat Lantai 1Beban Mati :- Pelat = 3 m x 7 m x 0.12 m x 2400 kg/m3 = 6,048.00 Kg- Balok = 7 m x 0.20 m x 0.18 m x 2400 kg/m3 = 604.80 Kg- Plafond = 1 m x 3 m x 7 m x 18 kg/m2 = 378.00 Kg- Keramik = 1 m x 3 m x 7 m x 24 kg/m2 = 504.00 Kg- Spasi = 1 m x 3 m x 7 m x 21 kg/m2 = 441.00 KgTotal beban mati 7,975.80 Kg

Beban Hidup- Beban Atap = 250 kg/m2- Koef. Reduksi = 0.3 Wh1 = 0.3 x 3 m x 7 m x 250 kg/m2 = 1,575.00 Kg



34

Bebanan HorizontalBerat Lantai 2Beban Mati :- Atap = 1 m x 3.5 m x 15 m x 40 kg/m2 = 2,100.00 Kg- Ring Balok = 29 m x 0.25 m x 0.4 m x 2400 kg/m3 = 6,960.00 Kg- Kolom (35 x 40) = 8 m x 0.35 m x 0.4 m x 2400 kg/m3 = 2,688.00 Kg- Plat Dek = 7 m x 1 m x 0.1 m x 2400 kg/m3 = 1,680.00 Kg- Dinding = 1 m x 29 m x 2 m x 250 kg/m2 = 14,500.00 Kg- Penggantung + Plafon = 1 m x 3.5 m x 15 m x 18 kg/m2 = 945.00 KgTotal beban mati 28,873.00 Kg

Beban Hidup- Beban Atap = 100 kg/m2- Koef. Reduksi = 0.5 Wh2 = 0.5 x 15 m x 3.5 m x 100 kg/m2 = 2,625.00 Kg


Berat Lantai 1Beban Mati :- Pelat = 3.5 m x 15 m x 0.12 m x 2400 kg/m3 = 15,120.00 Kg- Balok = 29 m x 0.30 m x 0.28 m x 2400 kg/m3 = 5,846.40 Kg- Kolom (35 x 40) = 16 m x 0.35 m x 0.4 m x 2400 kg/m3 = 5,376.00 Kg- Plat Dek = 7 m x 0.7 m x 0.1 m x 2400 kg/m3 = 1,176.00 Kg- Dinding = 1 m x 29 m x 4 m x 250 kg/m2 = 29,000.00 Kg- Plafond = 1 m x 3.5 m x 15 m x 18 kg/m2 = 945.00 Kg- Keramik = 1 m x 3.5 m x 15 m x 24 kg/m2 = 1,260.00 Kg- Spasi = 1 m x 3.5 m x 15 m x 21 kg/m2 = 1,102.50 KgTotal beban mati 59,825.90 Kg

Beban Hidup- Beban Atap = 250 kg/m2- Koef. Reduksi = 0.3 Wh1 = 0.3 x 3.5 m x 15 m x 250 kg/m2 = 3,937.50 Kg



Menentukan Waktu Getar Alami (T)

Tx = Ty =H = 10

= 10 mTx = Ty

= 0.3374 detik

0,06 H3/4

35

Menentukan Koefisien Gempa Dasar ( c )Berdasarkan gambar Wilayah Gempa 5 dengan jenis tanah LunakDiperoleh c = 0.9

Menentukan Faktor Keutamaan (I) dan faktor Reduksi Gempa (R)Tabel 1 = Kantor

= 1Tabel 2 = 8.5

Gaya geser Horizontal Total Akibat Gempa (V)V = (Ci x I x Wt ) /R

= 10,086.50 Kg = 10086.501176 kg

Distribusi gaya geser horizontal akibat gempa ke sepanjang tinggi gedung (F1)

Tingkat keh

Wi (kg) Wi x h (kgm) Fixy (kgm)(m)

2 8 31,498 251,984 5,012.72 1 4 63,763 255,054 5,073.78

Jumlah 507,038 10,086.50

0.016

0.0008040.00038 0.000201 1.890924

analisa besi

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