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245 Tugas Akhir
Perencanaan Struktur Gedung Swalayan 2 Lantai
Bab 6 Balok Anak S max = d2 =
2 5
, 442
= 221,25 ~ 250 mm 600 mm
Jadi dipakai sengkang dengan tulangan Ø 8 250 mm
6.11. Pembebanan Balok Anak as E
- 10
6.11.1. Pembebanan
Gambar 6.11 Lebar Equivalen Balok Anak as
9 10 Perencanaan Dimensi Balok
h = 112 . L = 112 . 2500
= 208,33 mm = 250 mm b = 23 . h
= 23 . 250 = 166,67 mm = 200 mm h dipakai = 250 mm, b = 200 mm
1. Beban Mati q
D
Pembebanan balok E 9 10
Berat sendiri = 0,20x0,25 0,12 x 2400 kgm
3
= 62,4 kgm Beban plat
= 2 x 0,76 x 411 kgm
2
=624,72 kgm+ qD=687,12 kgm
2. Beban hidup q
L
Beban hidup digunakan 250 kgm
2
qL = 2 x 0,76 x 250 kgm
2
= 380 kgm 4. Beban berfaktor q
U
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246
qU = 1,2. qD + 1,6. qL
= 1,2 . 687,12 + 1,6.380 = 1432,54 kgm
6.11.2. Perhitungan Tulangan
c. Tulangan Lentur Balok Anak Data Perencanaan :
h =250 mm Ø
t
= 16 mm b =200 mm
Ø
s
= 8 mm p = 40 mm
d = h - p - 12 Ø
t
- Ø
s
fy = 390 Mpa = 250 40 - 12.16 - 8
= 25 Mpa = 194 mm
Tulangan Lentur Daerah Tumpuan dan Lapangan
b =
fy 600
600 fy
c. 0,85.f
= 390
600 600
85 ,
390 25
. 85
, = 0,028
max
= 0,75 . b = 0,75 . 0,028
= 0,021
min
= 0036
, 390
4 ,
1 4
, 1
fy
DaerahTumpuan Daerah Tumpuan
Dari perhitungan SAP 2000 diperoleh :
Mu = 1099,51
kgm = 1,09951. 10
7
Nmm Mn
= Mu
=
7 7
10 .
37 ,
1 8
, 10
. 1,09951
Nmm
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247
Rn =
2
.d b
M n
2 7
194 200
10 .
37 ,
1
1,82 Nmm
2
m =
0,85.25 390
c 0,85.f
fy 18,35
perlu
= fy
Rn .
m 2
1 1
. m
1
= 390
82 ,
1 35
, 18
2 1
1 .
35 ,
18 1
= 0,0050
max min
, di pakai
perlu
= 0,0050 As
= . b . d = 0,0050 . 200 . 194
= 194 mm
2
Digunakan tulangan D 16 = ¼ . . 16
2
= 200,96 mm
2
Jumlah tulangan =
97 ,
96 ,
200 194
~ 2 buah.
Dipakai 2 D 16 mm
As ada = 2 . ¼ . . 16
2
= 401,92 mm
2
Aman
a =
200 25
85 ,
390 401,92
b c
f 0,85
fy ada
As = 36,88
Mn ada = As ada × fy d -
2 a
= 401,92 × 390 194 -
2 36,88
= 2,75 . 10
7
Nmm Mn ada Mn ......... Aman
Jadi dipakai tulangan 2 D 16
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248
Tulangan Geser
Dari perhitungan SAP 2000 diperoleh : Vu
= 1832,52 kg = 18325,2 N
= 25 Mpa fy
= 240 Mpa d
= h p ½ Ø Ø
s
= 250 40 ½ 16 8 = 194 mm Vc
= 1 6 . c
f .b .d = 1 6 . 25 . 200 . 194
= 32333,33 N Ø Vc = 0,75 . 32333,33 N
= 24250 N 3 Ø Vc = 3 . 24250 N
= 72750 N ½ .
Vc 12125 N 18325,2 N 24250 N
Jadi di perlukan tulangan geser Ø Vs
= 13 b.d = 0,75.13.250.194
= 9700 N Vs perlu =
75 ,
Vs =
75 ,
9700 = 12933,33 N
Av = 2 . ¼ 8
2
= 2 . ¼ . 3,14 . 64 = 100,48 mm
2
S =
44 ,
301 12933,33
194 240
48 ,
100 perlu
Vs d
. fy
. Av
mm S max = d2 =
2 194
= 97 ~ 150 mm 600 mm
Jadi dipakai sengkang dengan tulangan Ø 8 150 mm
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Tugas Akhir Perencanaan Struktur Gedung Swalayan 2 Lantai
Bab 4 Perencanaan Tangga 249
BAB 7 PORTAL
7.1. Perencanaan Portal
Gambar 7.1.
Gambar Denah Portal Keterangan:
Balok Portal : As A
Balok Portal Melintang : As 2
Balok Portal : As B Balok Portal Melintang
: As 3 Balok Portal : As C
Balok Portal Melintang : As 4
Balok Portal : As D
Balok Portal Melintang : As 5
