Analisa Besi
-
Upload
harry-syafriandi -
Category
Documents
-
view
261 -
download
1
Transcript of 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
49= 140.82 kg/m (Untuk Tepi)= 281.63 kg/m (Untuk Portal Tengah)
- 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
49= 494.27 kg/m (Untuk Tepi)= 988.53 kg/m (Untuk Portal Tengah)
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
49= 352.04 kg/m (Untuk Tepi)= 704.08 kg/m (Untuk Portal Tengah)
- 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)
Beban Hidup- Beban Atap = 100 kg/m2
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)
Beban Hidup- Beban = 250 kg/m2
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 Lantai 1 (Wh1) = Beban Mati + Beban Hidup= 318,763.18 Kg + 19,687.50 kg= 338,450.68 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
3= 67.667 kg/m (Untuk Tepi)= 135.33 kg/m (Untuk Portal Tengah)
- 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)
Beban Hidup- Beban Atap = 100 kg/m2
lx = 3.5ly = 6qx = 0.5 x 3.5 m x 100 = 175 kg/mqe = 2 x 175
3= 116.67 kg/m (Untuk Tepi)= 233.33 kg/m (Untuk Portal Tengah)
- 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
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 = 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)
Beban Hidup- Beban = 250 kg/m2
lx = 3.5ly = 6qx = 0.5 x 3.5 m x 250 = 437.5 kg/mqe = 2 x 437.5
3= 291.67 kg/m (Untuk Tepi)= 583.33 kg/m (Untuk Portal Tengah)
- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 291.67 kg/m2 = 145.83 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 291.67 kg/m2 = 270.83 kg/m
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)
- 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
= 562 kg/m (Untuk Tepi)= 202 kg/m (Untuk Portal Tengah)
27
Beban Hidup- Beban Atap = 100 kg/m2
lx = 3ly = 3.5qx = 0.5 x 3 m x 100 = 150 kg/mqe = 2 x 150
3= 100 kg/m (Untuk Tepi)= 200 kg/m (Untuk Portal Tengah)
- 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
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 = 3.5qx = 0.5 x 3 m x 351 0 = 526.5 kg/mqe = 2 x 526.5
3= 351 kg/m (Untuk Tepi)= 702 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
= 1744.6 kg/m (Untuk Tepi)= 1552.6 kg/m (Untuk Portal Tengah)
Beban Hidup- Beban = 250 kg/m2
lx = 3ly = 3.5qx = 0.5 x 3 m x 250 = 375 kg/mqe = 2 x 375
3= 250 kg/m (Untuk Tepi)= 500 kg/m (Untuk Portal Tengah)
- 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
36= 89.987 kg/m (Untuk Tepi)= 179.97 kg/m (Untuk Portal Tengah)
- Ring Balok = 0.25 m x 0.35 m x 2400 kg/m3 = 210 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
570 kg/m
= 659.99 kg/m (Untuk Tepi)= 389.97 kg/m (Untuk Portal Tengah)
Beban Hidup- Beban Atap = 100 kg/m2
lx = 3.5ly = 6qx = 0.5 x 3.5 m x 100 = 175 kg/mqe = 6300 - 714.58
36= 155.15 kg/m (Untuk Tepi)= 310.3 kg/m (Untuk Portal Tengah)
- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 155.15 kg/m2 = 77.575 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 310.3 kg/m2 = 155.15 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 = 3.5ly = 6qx = 0.5 x 3.5 m x 351 0 = 614.25 kg/mqe = 22113 - 2508
26
36= 544.58 kg/m (Untuk Tepi)= 1089.2 kg/m (Untuk Portal Tengah)
- Plat Dek = 0.8 m x 0.1 m x 2400 kg/m3 = 192 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
1511.2 kg/m
= 2055.8 kg/m (Untuk Tepi)= 2408.4 kg/m (Untuk Portal Tengah)
Beban Hidup- Beban = 250 kg/m2
lx = 3.5ly = 6qx = 0.5 x 3.5 m x 250 = 437.5 kg/mqe = 15750 - 1786
36= 387.88 kg/m (Untuk Tepi)= 775.75 kg/m (Untuk Portal Tengah)
- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 387.88 kg/m2 = 193.94 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 775.75 kg/m2 = 387.88 kg/m
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)
- Ring Balok = 0.25 m x 0.35 m x 2400 kg/m3 = 210 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
570 kg/m
= 635.69 kg/m (Untuk Tepi)= 341.39 kg/m (Untuk Portal Tengah)
Beban Hidup- Beban Atap = 100 kg/m2
27
lx = 3ly = 3.5qx = 0.5 x 3 m x 100 = 150 kg/mqe = 1837.5 - 450
12.25= 113.27 kg/m (Untuk Tepi)= 226.53 kg/m (Untuk Portal Tengah)
- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 113.27 kg/m2 = 56.633 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 226.53 kg/m2 = 113.27 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 = 3.5qx = 0.5 x 3 m x 351 0 = 526.5 kg/mqe = 6449.6 - 1579.5
12.25= 397.56 kg/m (Untuk Tepi)= 795.12 kg/m (Untuk Portal Tengah)
- Plat Dek = 0.8 m x 0.1 m x 2400 kg/m3 = 192 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
1511.2 kg/m
= 1908.8 kg/m (Untuk Tepi)= 2114.3 kg/m (Untuk Portal Tengah)
Beban Hidup- Beban = 250 kg/m2
lx = 3ly = 3.5qx = 0.5 x 3 m x 250 = 375 kg/mqe = 4593.8 - 1125
12.25= 283.16 kg/m (Untuk Tepi)= 566.33 kg/m (Untuk Portal Tengah)
- Faktor Reduksi = 0.5 (Fungsi gedung : Ruang Kuliah)(Untuk Tepi) = 0.5 x 1 m x 283.16 kg/m2 = 141.58 kg/m(Untuk Portal Tengah) = 0.5 x 1 m x 566.33 kg/m2 = 283.16 kg/m
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
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 ]
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
Jadi pakai tulanganØ = 16
= 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
Lantai Momen1 4,094.58 kgm
9,160.60 kgm
Balok 30 x 40b = 300 mmh = 400 mmd = 360 mm
= 21.7 Mpa
= 400 Mpa
= 275 Mpa
LapanganMu = 4,094.58 kgm
= 40.15 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 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
Jadi pakai tulanganØ = 16
= 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'
TumpuanMu = 9,160.60 kgm
= 89.84 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 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
Jadi pakai tulanganØ = 16
= 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'
3. Perhitungan Tulangan Balok 25 x 40 cmPerhitungan momen dilakukan dengan SAPMomen maksimum masing-masing balok
Lantai Momen1 3,856.77 kgm
6,109.38 kgm
Balok 25 x 40b = 250 mmh = 400 mmd = 360 mm
= 21.7 Mpa
= 400 Mpa
= 275 Mpa
LapanganMu = 3,856.77 kgm
= 37.82 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 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
Jadi pakai tulanganØ = 16
= 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'
TumpuanMu = 6,109.38 kgm
= 59.91 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 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
Jadi pakai tulanganØ = 16
= 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'
4. Perhitungan Tulangan Balok 20 x 30 cmPerhitungan momen dilakukan dengan SAPMomen maksimum masing-masing balok
Lantai Momen1 969.47 kgm
2,490.29 kgm
Balok 20 x 30b = 200 mmh = 300 mmd = 260 mm
= 21.7 Mpa
= 400 Mpa
= 275 Mpa
LapanganMu = 969.47 kgm
= 9.51 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 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
Jadi pakai tulanganØ = 16
= 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'
TumpuanMu = 2,490.29 kgm
= 24.42 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 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
Jadi pakai tulanganØ = 16
= 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
Lantai Momen1 3,639.00 kgm
kgm
Balok 20 x 30b = 200 mmh = 300 mmd = 260 mm
= 21.7 Mpa
= 400 Mpa
= 275 Mpa
LapanganMu = 3,639.00 kgm
= 35.69 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 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
Jadi pakai tulanganØ = 16
= 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
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 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
Jadi pakai tulanganØ = 16
= 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
Jadi pakai tulanganØ = 16
= 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
Jadi pakai tulanganØ = 16
= 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
Beban Lantai 2 (Wh2) = Beban Mati + Beban Hidup= 2,226.00 Kg + 1,050.00 kg= 3,276.00 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
Beban Lantai 1 (Wh1) = Beban Mati + Beban Hidup= 7,975.80 Kg + 1,575.00 kg= 9,550.80 Kg
Beban Total = 12,826.80 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
Beban Lantai 2 (Wh2) = Beban Mati + Beban Hidup= 28,873.00 Kg + 2,625.00 kg= 31,498.00 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
Beban Lantai 1 (Wh1) = Beban Mati + Beban Hidup= 59,825.90 Kg + 3,937.50 kg= 63,763.40 Kg
Beban Total = 95,261.40 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