DIKETAHUI SUATU SUBFRAME SRPMK
Dimensi balok
b=
300 mm
h=
500 mm
1. Cek syarat pendetailan balok SRPMK!
Ln =
5.3 m
2. Hitung tulangan geser yang diperlukan!
Dimensi kolom
b=
500 mm
h=
500 mm
Properti material:
8 D 16
3 D 16
f'c =
27.5 MPa
dekking =
40 mm
Tulangan logitudinal =
ulir
fy =
390 MPa
4 D 16
5 D 16
Tulangan geser =
Ulir
fy =
390 MPa
5.3 m
dia. sengkang =
10 mm
Beban pada balok:
qDL =
30 kN/m
qLL =
18 kN/m
Tulangan longitudinal yang terpasang
Tumpuan kiri atas =
Tumpuan kiri bawah =
Tumpuan kanan atas =
Tumpuan kanan bawah =
Lapangan =
Tinggi efektif (d) =
8
4
9
5
5
D 16 As =
D 16 As =
D 16 As =
D 16 As =
D 16 As =
Maksimum =
442.0 mm
PENYELESAIAN
Cek syarat penampang
1 Dimensi minimal lebar balok (pasal 23.3(1))
b
250
OK
>
2 Rasio b terhadap h
b/h =
0.600
0.3 OK
>
3 Panjang balok (Ln)
Ln
>
4d = 1.768 m
Cek rasio tulangan
rmin = 0.003589744
rmin = 0.003361567
rmax =
0.025
As =
476
3315
OK
476
mm2
rkiri a = 0.012124284
rkiri b = 0.006062142
As = 1607.68
OK
As = 803.84
OK
rkanan a = 0.013639819
rkanan b = 0.007577677
As = 1808.64
OK
As = 1004.8
OK
rlap b = 0.007577677
As = 1004.8
OK
Cek Kuat Momen Positif di muka kolom:
+
Mn ≥ 1/2Mn
Tumpuan kiri
As Mn- =
-
1607.68 mm2
mm2
mm2
mm2
mm2
mm2
mm2
mm2
As = 445.744 mm2
As =
1607.68
803.84
1808.64
1004.80
1004.80
1808.64
OK
mm2
9 D 16
5 D 16
As Mn+ =
803.84 mm2
Tumpuan kanan
As Mn- =
1808.64 mm2
+
As Mn =
OK
OK
1004.8 mm2
Cek kuat momen terpasang terhadap kuat momen maksimum:
Mn+ atau - ≥ 1/4Mnterbesar
Tumpuan kiri atas =
Tumpuan kiri bawah =
Tumpuan kanan atas =
Tumpuan kanan bawah =
Lapangan =
OK
OK
OK
OK
OK
PENENTUAN GAYA GESER
Tumpuan kiri atas
a=
111.764 mm
Mpr1 = 302617724.5 N =
a
1.25 As  f y
0.85 f 'c  b
M pr  1.25 As  f y  d  a 2 
303 kNm
Tumpuan kiri bawah
a=
55.88193 mm
Mpr4 = 162258143.1 Nmm =
162 kNm
Tumpuan kanan atas
a=
125.7343 mm
Mpr3 = 334285969.5 Nmm =
334 kNm
Tumpuan kanan bawah
a=
69.8524 mm
Mpr2 = 199401028.6 Nmm =
199 kNm
Gaya geser gempa (berdasarkan tulangan longitudinal yang terpasang)
Vg1 =
94.721 kN
M pr1  M pr 2
Vg2 =
93.688 kN
Vg 1 
Ln
gaya geser gempa yang digunakan:
Vg =
94.721 kN
M pr 3  M pr 4
VDL&LL (Wu) =
143.100 kN
Vg 2 
Ve =
237.821 kN
Ln
Ve/f =
317.094 kN
Jarak sengkang maksimum:
d/4 =
110.50 mm
8.D
=
6 tul.utama
96 mm
=
150 mm
Av =
165.556 mm2
Luas tulangan sengkang 1 kaki =
Jumlah kaki sengkang (n)=
Sengkang yang terpasang =
96.00
mm dipakai s = 90 mm
Vs  s
fy d
Av 
2
78 mm
3 kaki
3 D 10
-
90