commit to user 233
Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2Lantai
BAB 7 Perencanaan Portal
5 2
5 5
5 2
2 3
3 3
2. Beban hidup q
L
Beban hidup digunakan 250 kgm
2
qL
1
= 2 x Leq2 x 250 kgm
2
= 2 x 0,67 x 250 kgm
2
= 335 kgm qL
2
= Leq3+ Leq5 x 250 kgm
2
= 1,22+ 0,92 x 250 kgm
2
= 535 kgm qL
3
= Leq3+ Leq4 x 250 kgm
2
1,22+ 1,33 x 250 kgm
2
= 637,5 kgm 3. Beban berfaktor q
U
qU
1
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 1107,54 + 1,6 x 335 = 1865,05 kgm qU
2
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 1436,34 + 1,6 x 535 = 2579,60 kgm qU
3
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 1604,85 + 1,6 x 637,5 = 2945,82 kgm
d. Pembebanan balok Portal As D Bentang 1-7 = As E Bentang 1-7
1. Beban Mati q
D
Pembebanan balok as D 1 – 2 = D 6 – 7 Berat sendiri = 0,40 x 0,70-0,12 x 2400 kgm
3
=556,8kgm Beban Plat
= 2 x Leq2 x 411 kgm
2
2 x 0,67 x 411 kgm
2
= 550,74 kgm qD
1
= 1107,54 kgm
commit to user 234
Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2Lantai
BAB 7 Perencanaan Portal
1 1
1 1
1 1
7 6
8 9
1 7
7 7
7 7
7 6
8 9
1 1
1 1
1 1
7
Pembebanan balok as D 3 – 6 Berat sendiri = 0,40 x 0,70-0,12 x 2400 kgm
3
= 556,8 kgm Beban Plat
= Leq3+ Leq5 x 411 kgm
2
1,22+ 0,92 x 411 kgm
2
=879.54 kgm qD
2
= 1436,34 kgm 2. Beban hidup q
L
Beban hidup digunakan 250 kgm
2
qL
1
= 2 x Leq2 x 250 kgm
2
= 2 x 0,67 x 250 kgm
2
= 335 kgm qL
2
= Leq3+ Leq5 x 250 kgm
2
= 1,22+ 0,92 x 250 kgm
2
= 535 kgm 3. Beban berfaktor q
U
qU
1
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 1107,54 + 1,6 x 335 = 1865,05 kgm qU
2
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 1436,34 + 1,6 x 535 = 2579,60 kgm
7.2.3. Perhitungan Pembebanan Memajang a. Pembebanan balok Portal As 2 A-H
1. Beban Mati q
D
Pembebanan balok as 2 A – C = 2 F – H Berat sendiri = 0,40 x 0,90-0,12 x 2400 kgm
3
= 748,8 kgm Beban Plat
= 2 x Leq1 + 2 x Leq7 x 411 kgm
2
2 x 0,59 + 2 x 1 x 411 =1306,98 kgm
Berat dinding = 0,15 x 4,25 - 0,30 x 1700 = 1007,25 kgm qD
1
= 3063,03 kgm
commit to user 235
Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2Lantai
BAB 7 Perencanaan Portal
Pembebanan balok as 2 C – D = as 2 E – F Berat sendiri = 0,40 x 0,90-0,12 x 2400 kgm
3
= 748,8 kgm Beban Plat
= 2xLeq1 + Leq8+Leq9+Leq6 x 411 kgm
2
= 2x0,59 + 0,5+0,83+0,67 x 411 =1306,98 kgm Berat dinding = 0,15 x 4,25 - 0,30 x 1700 = 1007,25 kgm
qD
2
= 3063,03 kgm Pembebanan balok as 2 D – E
Berat sendiri = 0,40 x 0,90-0,12 x 2400 kgm
3
= 748,8 kgm qD
3
= 748,8 kgm 2. Beban hidup q
L
Beban hidup digunakan 250 kgm
2
qL
1
= 2 x Leq1 + 2 x Leq7 x 250 kgm
2
= 2 x 0,59 + 2 x 1 x 250 = 795 kgm
qL
2
= 2xLeq1 + Leq8+Leq9+Leq6 x 250 kgm
2
= 2x0,59 + 0,5+0,83+0,67 x 250 =795 kgm qL
3
= 250 kgm
2
3. Beban berfaktor q
U
qU
1
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 3063,03 + 1,6 x 795 = 4947,64 kgm qU
2
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 3063,03 + 1,6 x 795 = 4947,64 kgm qU
3
= 1,2. q
D
+ 1,6. q
L
= 1,2 x 748,8 + 1,6 x 250 = 1298,56 kgm
commit to user 236
Tugas Akhir
Perencanaan Struktur dan Rencana Anggaran Biaya Gedung Kuliah 2Lantai
BAB 7 Perencanaan Portal
7 7
7 7
7 7
7 7
7 7
7 7
7 7
7 7
7 7
4 4
4 6
6 6
6 4
7 7
b. Pembebanan balok Portal As 4 A-H
