3.2.3.
Perhitungan Balok
1
2
3
200
400
4 400
4' 300
5 100
5'
6
200
200
F' 200
F'
F
500
250
F
250
E'
C
500
E
500
E
VOID
2100
D
D
400
400
D VOID
C
C
400
A 500
100
B'
B
B 200
200
B
A
A 100
1
2
300
2'
400
3
400
4
200
5
100
5'
6
Data yang ada : Mutu Beton ( f’c )
= 20 Mpa
Mutu Baja ( f’y )
= 400 Mpa (ulir)
Berat Dinding
= 2,5 kN/m2
Berat Jenis Beton
= 2400 kg/m3
WL
= 2 kN/m2 , 3 kN/m2
Penutup
= 1 kN/m2
Tinggi dinding
=4m
93
BALOK AS - 3
200
A
500
B
400
500
C
D
250
E
250
E'
F
Dimensi Balok
Diambil bentang terpanjang yaitu 5 m h=
1 1 . 500 = 41,66 ~ 40 cm = 12 12
b=
2 2 h= . 40 = 26,6 ~ 25 cm 3 3
Diambil dimensi balok = 25/40
1.
BALOK AS 3 ( A-B)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
=
3,00 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 300 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(3) =9,456 kN/m
94
2.
Pembebanan BALOK A-B Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 . 9,456 . 2 3
=
6,304 kN/m
=
2,400 kN/m
2,5 kN/m2 . 1
=
2,500 kN/m
q AB
=
11,204 kN/m
Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2
–
3.
Tembok t=1m
+
Menghitung Momen MtA
=
1 . q . l2 16
=
1 . 11,204 . 22 16
= 2,801 kNm MlAB
=
1 .q.l2 14
=
1 . 11,204 . 22 14
= 3,201 kNm
95
MtB
=
1 . q . l2 10
=
1 . 11,204 . 22 10
= 4,482 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
5.
Mencari tulangan >> MtA = 2,801 KNm
Mu 2,801 = 93,588 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017 ASTA
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
96
>> MlAB = 3,021 KNm
Mu 3,021 = 106,953 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017 ASlAB
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
>> MtB = 4,482 KNm
Mu 4,482 = 149,754 KN/m2 2 bd 0,25 0,346 2 interpolasi < min (0,0017) Dipakai min 0,0017 ASlAB
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
6.
Pilih Tulangan AS A
= 2 D 16 (402 mm2)
AS A-B
= 2 D 16 (402 mm2)
AS B
= 2 D 16 (402 mm2)
97
2.
BALOK AS 3 (B-C)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
=
2,00 kN/m
=
6,546 kN/m
=
2,400 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK B-C Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx. 1 3
= –
1 . 7,856 . 2,5 . 1 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2
98
–
Tembok t=4m 2,5 kN/m2 . 4
–
=
10,000 kN/m
37,046 : 5 = 7,409 kN/m
=
7,409 kN/m
qBC
=
26,355 kN/m
Pembebanan P (diratakan) > q ekuivalen plat trapesium =
lx 1 . WU . lx . (3-( )2) 6 ly
=
1 2,5 2 . 7,856 . 2,5 . (3-( )) 6 4
= 17,083 kN/m >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >q total = 17,083 kN/m + 1,44 kN/m = 18,523 kN/m >beban terpusat =q . l = 18,523 . 4 m = 74,092 Kn >dibagi di 2 tumpuan, tiap tumpuan menerima: =74,092 : 2 = 37,046 kN Diasumsikan diratakan di balok B-C
+
99
3.
Menghitung Momen MtB
=
1 . q . l2 10
=
1 . 26,355 . 52 10
= 65,887 kNm MlBC
=
1 .q.l2 16
=
1 . 26,355 . 52 16
= 41,719 kNm MtC
=
1 . q . l2 11
=
1 . 26,355 . 52 11
= 59,897 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
100
5.
Mencari tulangan >> MtB = 65,887 KNm
Mu 65,887 = 2201,44 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0075 2201 2200 = 2300 2200 0,0079 0,0075
= 0,0004 = 100 x – 0,75 = 0,0075 interpolasi > min (0,0017) Dipakai interpolasi 0,0075 ASTB
=.b.d = 0,0075 . 250 . 346 = 648,7 mm2
>> MlBC = 41,719 KNm
Mu 41,719 = 1375,88 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0043 1376 1300 = 1400 1300 0,0046 0,0043
= 0,0228 = 100 x – 0,43 = 0,0045 interpolasi > min (0,0017) Dipakai interpolasi 0,0045
101
ASlBC
=.b.d = 0,0045 . 250 . 346 = 389,25 mm2
>> MtC = 59,897 KNm
Mu 59,897 = 2001 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0068 2001 2000 = 2100 2000 0,0072 0,0068
= 0,0004 = 100 x – 0,68 = 0,0068 interpolasi > min (0,0017) Dipakai min 0,0068 AStC
=.b.d = 0,0068 . 250 . 346 = 588,2mm2
6.
Pilih Tulangan AS B
= 4 D 16 (804 mm2)
AS B-C
= 2 D 16 (402 mm2)
AS C
= 3 D 16 (603 mm2)
102
3.
BALOK AS 3 (C-D)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
=
2,00 kN/m
=
10,501 kN/m
=
2,400 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK B-C Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx. 2 3
= –
1 . 7,856 . 2 . 2 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2
103
–
Tembok t=4m 2,5 kN/m2 . 4
–
=
10,000 kN/m
126,623 : 4 = 31,658 kN/m
=
31,658 kN/m
qBC
=
54,559 kN/m
Pembebanan P (diratakan) > q ekuivalen plat trapesium =
lx 1 . WU . lx . (3-( )2) 6 ly
=
1 2 . 7,856 . 2 . (3-( )2) 6 4
= 7,201 kN/m x 4 = 28,805 kN/m >bs balok anak =0,2 . 0,3 . 24 . 2 =2,88 kN/m >q total = 28,805 kN/m + 2,88 kN/m = 31,685 kN/m >beban terpusat =q . l = 31,685 . 4 m = 126,623 kN Diasumsikan diratakan di balok C-D
+
104
3.
Menghitung Momen MtC
=
1 . q . l2 11
=
1 . 54,559 . 42 11
= 79,358 kNm MlCD
=
1 .q.l2 16
=
1 . 54,559 . 42 16
= 54,559 kNm MtD
=
1 . q . l2 11
=
1 . 54,559 . 42 11
= 79,358 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
105
5.
Mencari tulangan >> MtC = 79,358 KNm
Mu 79,358 = 2651,54 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0091 2651 2600 = 2700 2600 0,0095 0,0091
= 0,0204 = 100 x – 0,91 = 0,0093 interpolasi > min (0,0017) Dipakai interpolasi 0,0093 ASTC
=.b.d = 0,0093 . 250 . 346 = 804 mm2
>> MlCD = 54,559 KNm
Mu 54,559 = 1822,94 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0061 1822 1800 = 1900 1800 0,0064 0,0061
= 0,0066 = 100 x – 0,61 = 0,0062 interpolasi > min (0,0017) Dipakai interpolasi 0,0062
106
ASlCD
=.b.d = 0,0062 . 250 . 346 = 536,3 mm2
>> MtD = 79,358 KNm
Mu 79,358 = 2651,54 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0091 2651 2600 = 2700 2600 0,0095 0,0091
= 0,0204 = 100 x – 0,91 = 0,0093 interpolasi > min (0,0017) Dipakai interpolasi 0,0093 ASTD
=.b.d = 0,0093 . 250 . 346 = 804 mm2
6.
Pilih Tulangan AS C
= 4 D 16 (804 mm2)
AS C-D
= 3 D 16 (603 mm2)
AS D
= 4 D 16 (804 mm2)
107
4.
BALOK AS 3 (D-E)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
=
2,00 kN/m
=
6,546 kN/m
=
2,400 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK D-E Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx. 1 3
= –
1 . 7,856 . 2,5 . 1 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2
108
–
Tembok t=4m 2,5 kN/m2 . 4
–
=
10,000 kN/m
37,046 : 5 = 7,409 kN/m
=
7,409 kN/m
qDE
=
26,355 kN/m
Pembebanan P (diratakan) > q ekuivalen plat trapesium =
lx 1 . WU . lx . (3-( )2) 6 ly
=
1 2,5 2 . 7,856 . 2,5 . (3-( )) 6 4
= 17,083 kN/m >bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >q total = 17,083 kN/m + 1,44 kN/m = 18,523 kN/m >beban terpusat =q . l = 18,523 . 4 m = 74,092 kN >dibagi di 2 tumpuan, tiap tumpuan menerima: =74,092 : 2 = 37,046 kN Diasumsikan diratakan di balok D-E
+
109
3.
Menghitung Momen MtD
=
1 . q . l2 11
=
1 . 26,355 . 52 11
= 59,897 kNm MlDE
=
1 .q.l2 16
=
1 . 26,355 . 52 16
= 41,719 kNm MtE
=
1 . q . l2 11
=
1 . 26,355 . 52 11
= 59,897 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
110
5.
Mencari tulangan >> MtD = 59,897 KNm
Mu 59,897 = 2001,3 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0068 2001 2000 = 2100 2000 0,0072 0,0068
= 0,0004 = 100 x – 0,68 = 0,0068 interpolasi > min (0,0017) Dipakai interpolasi 0,0068 ASTD
=.b.d = 0,0068 . 250 . 346 = 588,2 mm2
>> MlDE = 41,719 KNm
Mu 41,719 = 1375,88 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0043 1376 1300 = 1400 1300 0,0046 0,0043
= 0,0228 = 100 x – 0,43 = 0,0045 interpolasi > min (0,0017) Dipakai interpolasi 0,0045
111
ASlDE
=.b.d = 0,0045 . 250 . 346 = 389,25 mm2
>> MtE = 59,897 KNm
Mu 59,897 = 2001,3 KN/m2 2 2 bd 0,25 0,346 interpolasi
=
0,0068 2001 2000 = 2100 2000 0,0072 0,0068
= 0,0004 = 100 x – 0,68 = 0,0068 interpolasi > min (0,0017) Dipakai interpolasi 0,0068 ASTE
=.b.d = 0,0068 . 250 . 346 = 588,2 mm2
6.
Pilih Tulangan AS D
= 3 D 16 (603 mm2)
AS D-E
= 2 D 16 (402 mm2)
AS E
= 3 D 16 (603 mm2)
112
5.
BALOK AS 3 ( E-E’)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
=
2,00 kN/m
=
13,093 kN/m
=
2,400 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK A-B Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 . 7,856 . 2,5 . 2 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2
113
–
3.
Tembok t=4m 2,5 kN/m2 . 4
=
10,000 kN/m
q EE’
=
25,493 kN/m
+
Menghitung Momen MtE
=
1 . q . l2 11
=
1 . 25,493 . 2,52 11
= 14,484 kNm MlEE’
=
1 .q.l2 16
=
1 . 25,493 . 2,52 16
= 9,958 kNm MtE’
=
1 . q . l2 10
=
1 . 25,493 . 2,52 10
= 15,933 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm 114
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
5.
Mencari tulangan >> MtE = 14,484 KNm
Mu 14,484 = 467,77 KN/m2 2 bd 0,25 0,346 2 interpolasi < min (0,0017) Dipakai min 0,0017 ASTE
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
>> MlEE’ = 9,958 KNm
Mu 9,958 = 332,720 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017 AslEE’
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
115
>> MtE’ = 15,933 KNm
Mu 15,933 = 532,359 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017 AstE’
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
6.
6.
Pilih Tulangan ASE
= 2 D 16 (402 mm2)
AS E-E’
= 2 D 16 (402 mm2)
AS E’
= 2 D 16 (402 mm2)
BALOK AS 3 ( E’-F)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
+
116
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
=
2,00 kN/m
=
13,093 kN/m
=
2,400 kN/m
2,5 kN/m2 . 4
=
10,000 kN/m
q E’F
=
25,493 kN/m
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK A-B Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 . 7,856 . 2,5 . 2 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,25 . 0,4 . 24 kN/2
–
Tembok t=4m
+
117
3.
Menghitung Momen MtE’
=
1 . q . l2 10
=
1 . 25,493 . 2,52 10
= 15,933 kNm MlE’F
=
1 .q.l2 14
=
1 . 25,493 . 2,52 14
= 11,380 kNm MtF
=
1 . q . l2 16
=
1 . 25,493 . 2,52 16
= 9,958 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
118
5.
Mencari tulangan >> MtE’ = 15,933 KNm
Mu 15,933 = 532,359 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017 ASTE’
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
>> MlE’F = 11,380 KNm
Mu 11,380 = 380,323 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017 AslE’F
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
>> MtF = 9,958 KNm
Mu 9,958 = 332,720 KN/m2 2 2 bd 0,25 0,346 interpolasi < min (0,0017) Dipakai min 0,0017
119
AstF
=.b.d = 0,0017 . 250 . 346 = 147,05 mm2
6.
Pilih Tulangan ASE
= 2 D 16 (402 mm2)
AS E-E’
= 2 D 16 (402 mm2)
AS E’
= 2 D 16 (402 mm2)
120
BALOK AS-F
200
400
1
400
2
3
300
4
100
4'
200
5
5'
Dimensi Balok
Diambil bentang terpanjang yaitu 4 m h=
1 1 . 400 = 33,3 ~ 35 cm = 12 12
b=
2 2 h= . 35 = 23,3 ~ 20 cm 3 3
Diambil dimensi balok = 20/35
1.
BALOK AS F ( 1-2)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
=
3,00 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 300 . 1 . 10
121
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(3) =9,456 kN/m
2.
Pembebanan BALOK 1-2 Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 . 9,456 . 2 3
=
6,304 kN/m
=
1,680 kN/m
2,5 kN/m2 . 1
=
2,500 kN/m
q 1-2
=
10,484 kN/m
Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2
–
3.
Tembok t=1m
+
Menghitung Momen Mt1
=
1 . q . l2 16
=
1 . 10,484 . 22 16
= 2,621 kNm # 5,11 kNm (hasil Beamax)
122
Ml1-2
=
1 .q.l2 14
=
1 . 10,484 . 22 14
= 2,995 kNm MtB
=
1 . q . l2 10
=
1 . 10,484 . 22 10
= 4,193 kNm # 20,7 kNm (hasil beamax)
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 350 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m
5.
Mencari tulangan >> Mt1 = 5,11 KNm
Mu 5,11 = 291,613 KN/m2 2 2 bd 0,20 0,296 interpolasi < min (0,0017)
123
Dipakai min 0,0017 AST1
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
>> Ml1-2 = 2,995 KNm
Mu 2,995 = 170,91 KN/m2 2 bd 0,20 0,296 2 interpolasi < min (0,0017) Dipakai min 0,0017 Asl1-2
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
>> Mt2 = 20,7 KNm
Mu 20,7 = 1181,291 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0036 1181 1100 = 1200 1100 0,0039 0,0036
= 0,0243 = 100 x – 0,36 = 0,0038 interpolasi > min (0,0017) Dipakai interpolasi 0,0038
124
Ast2
=.b.d = 0,0038 . 200 . 296 = 224,96mm2
6.
2.
Pilih Tulangan AS1
= 2 D 13 (265 mm2)
AS 1-2
= 2 D 13 (265 mm2)
AS 2
= 2 D 13 (265 mm2)
BALOK AS F ( 2-3)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
2,88 kN/m
=
2,00 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
125
2.
Pembebanan BALOK 2-3 Beban mati(WD) –
q ekuivalen plat beban trapesium
lx 1 = . WU . lx . (3-( )2) 6 ly = –
1 2,5 2 . 7,856 . 2,5 . (3-( )) 6 4
=
8,451 kN/m
=
1,680 kN/m
2,5 kN/m2 . 4
=
10,000 kN/m
q 2-3
=
20,221 kN/m
Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2
–
3.
Tembok t=4m
+
Menghitung Momen Mt2
=
1 . q . l2 10
=
1 . 20,221 . 42 10
= 32,353 kNm Ml2-3
=
1 .q.l2 16
=
1 . 20,221 . 42 16
= 20,221 kNm
126
Mt3
=
1 . q . l2 11
=
1 . 20,221 . 42 11
= 29,412 kNm
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 350 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m
5.
Mencari tulangan >> Mt2 = 32,353 KNm
Mu 32,353 = 1846,295 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0061 1846 1800 = 1900 1800 0,0064 0,0061
= 0,0138 = 100 x – 0,61 = 0,0062 interpolasi > min (0,0017) Dipakai interpolasi 0,0062 127
AST2
=.b.d = 0,0062 . 200 . 296 = 367,04 mm2
>> Ml2-3 = 20,221 KNm
Mu 20,221 = 1153,955 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0036 1154 1100 = 1200 1100 0,0039 0,0036
= 0,0162 = 100 x – 0,36 = 0,0037 interpolasi > min (0,0017) Dipakai interpolasi 0,0037 Asl2-3
=.b.d = 0,0037 . 200 . 296 = 219,04 mm2
>> Mt3 = 29,412 KNm
Mu 29,412 = 1678,46 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0053 1678 1600 = 1700 1600 0,0057 0,0053
= 0,0312 = 100 x – 0,53 = 0,0056
128
interpolasi > min (0,0017) Dipakai interpolasi 0,0056 Ast3
=.b.d = 0,0056 . 200 . 296 = 331,52 mm2
6.
3.
Pilih Tulangan AS2
= 3 D 13 (398 mm2)
AS 2-3
= 2 D 13 (265 mm2)
AS 3
= 3 D 13 (398 mm2)
BALOK AS F ( 3-4)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
2,88 kN/m
=
2,00 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
129
2.
Pembebanan BALOK 3-4 Beban mati(WD) –
q ekuivalen plat beban trapesium
lx 1 = . WU . lx . (3-( )2) 6 ly = –
1 2,5 2 . 7,856 . 2,5 . (3-( )) 6 4
=
8,451 kN/m
=
1,680 kN/m
2,5 kN/m2 . 4
=
10,000 kN/m
q 3-4
=
20,221 kN/m
Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2
–
3.
Tembok t=4m
+
Menghitung Momen Mt3
=
1 . q . l2 11
=
1 . 20,221 . 42 11
= 29,412 kNm Ml3-4
=
1 .q.l2 16
=
1 . 20,221 . 42 16
= 20,221 kNm
130
Mt4
=
1 . q . l2 11
=
1 . 20,221 . 42 11
= 29,412 kNm # 34,76 kNm (hasil beamax)
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 350 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m
5.
Mencari tulangan >> Mt3 = 29,412 KNm
Mu 29,412 = 1678,46 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0053 1678 1600 = 1700 1600 0,0057 0,0053
= 0,0312 = 100 x – 0,53 = 0,0056 interpolasi > min (0,0017) Dipakai interpolasi 0,0056 131
Ast3
=.b.d = 0,0056 . 200 . 296 = 331,52 mm2
>> Ml3-4 = 20,221 KNm
Mu 20,221 = 1153,955 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0036 1154 1100 = 1200 1100 0,0039 0,0036
= 0,0162 = 100 x – 0,36 = 0,0037 interpolasi > min (0,0017) Dipakai interpolasi 0,0037 Asl3-4
=.b.d = 0,0037 . 200 . 296 = 219,04 mm2
>> Mt4 = 34,76 KNm
Mu 34,76 = 1983,65 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0064 1983 1900 = 2000 1900 0,0068 0,0064
= 0,0162 = 100 x – 0,64 = 0,0067
132
interpolasi > min (0,0017) Dipakai interpolasi 0,0067 Ast4
=.b.d = 0,0067 . 200 . 296 = 396,64 mm2
6.
4.
Pilih Tulangan AS3
= 3 D 13 (398 mm2)
AS 3-4
= 2 D 13 (265 mm2)
AS 4
= 3 D 13 (398 mm2)
BALOK AS F ( 4-4’)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
2,88 kN/m
=
2,00 kN/m
+
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
133
2.
Pembebanan BALOK 4-4’ Beban mati(WD) –
q ekuivalen plat beban trapesium
lx 1 = . WU . lx . (3-( )2) 6 ly = –
1 2 . 7,856 . 2 . (3-( )2) 6 3
=
6,692 kN/m
=
7,856 kN/m
=
1,680 kN/m
=
10,000 kN/m
ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 . 7,856 . 2 . 1,5 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,2 . 0,35 . 24 kN/m2
–
Tembok t=4m =2,5 kN/m2 . 4
–
pembebanan beban p (diratakan) >q ekuivalen plat trapesium =
lx 1 . WU . lx . (3-( )2) 6 ly
=
2 2 1 . 7,856 . 2 . (3-( ) )x4 2,5 6
= 24,720 kN/m
134
>bs balok anak =0,2 . 0,3 . 24 =1,44 kN/m >bs tembok t=4m =2,5 . 4 = 10,000 kN/m >q total = 17,083 kN/m + 1,44 kN/m+10,00 kN/m = 34,720 kN/m >beban terpusat =q . l = 34,720 . 5 m = 173,601 kN >dibagi di 2 tumpuan, tiap tumpuan menerima: =173,61 : 2 = 86,805 kN Diasumsikan diratakan di balok 4-4’
3.
86,805 : 3 = 28,933 kN/m
=
28,933 kN/m
q 4-4’
=
55,080 kN/m
Menghitung Momen Mt4
=
1 . q . l2 11
=
1 . 55,080 . 32 11
= 45,065 kNm
135
+
Ml4-4’
=
1 .q.l2 16
=
1 . 55,080 . 32 16
= 30,982 kNm # 41,61 kNm (hasil beamax) Mt4
=
1 . q . l2 11
=
1 . 55,080 . 32 11
= 45,065 kNm # 46,36 kNm (hasil beamax)
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 350 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 350 – 40 – 8 – 6 = 296 mm = 0,296 m
5.
Mencari tulangan >> Mt4 = 45,065 KNm
Mu 45,065 = 2571,733 KN/m2 2 2 bd 0,20 0,296
136
interpolasi
=
0,0087 2572 2500 = 2600 2500 0,0091 0,0087
= 0,0288 = 100 x – 0,87 = 0,0089 interpolasi > min (0,0017) Dipakai interpolasi 0,0089 Ast4
=.b.d = 0,0089 . 200 . 296 = 526,88 mm2
>> Ml4-4’ = 41,61 KNm
Mu 41,61 = 2374,5 KN/m2 2 bd 0,20 0,296 2 interpolasi
=
0,0079 2375 2300 = 2400 2300 0,0083 0,0079
= 0,0300 = 100 x – 0,79 = 0,0082 interpolasi > min (0,0017) Dipakai interpolasi 0,0082 Asl4-4’
=.b.d = 0,0082 . 200 . 296 = 485,44 mm2
137
>> Mt4’ = 46,36 KNm
Mu 46,36 = 2645,63 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0091 2646 2600 = 2700 1600 0,0095 0,0091
= 0,0184 = 100 x – 0,91 = 0,0092 interpolasi > min (0,0017) Dipakai interpolasi 0,0092 Ast4’
=.b.d = 0,0092 . 200 . 296 = 544,64 mm2
6.
5.
Pilih Tulangan AS4
= 4 D 13 (531 mm2)
AS 4-4’
= 3 D 13 (398 mm2)
AS 4‘
= 5 D 13 (664 mm2)
BALOK AS 3 ( 4’-5)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
+
138
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
=
2,00 kN/m
=
2,618 kN/m
=
1,680 kN/m
2,5 kN/m2 . 4
=
10,000 kN/m
q 4’-5
=
14,298 kN/m
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK 4’-5 Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 1 . 7,856 . 2 . 3 2
Berat sendiri Balok = b . h . 24 kN/m2 = 0,20 . 0,35 . 24 kN/2
–
Tembok t=4m
+
139
3.
Menghitung Momen Mt4’
=
1 . q . l2 11
=
1 . 14,298 . 12 11
= 1,299 kNm # 46,36 kNm (hasil beamax) Ml4’5
=
1 .q.l2 16
=
1 . 14,298 . 12 16
= 0,893 kNm Mt5
=
1 . q . l2 10
=
1 . 14,298 . 12 10
= 1,429 kNm # 5,17 kNm (hasil beamax)
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
140
5.
Mencari tulangan >> Mt4’ = 46,36 KNm
Mu 46,36 = 2645,63 KN/m2 2 2 bd 0,20 0,296 interpolasi
=
0,0091 2646 2600 = 2700 1600 0,0095 0,0091
= 0,0184 = 100 x – 0,91 = 0,0092 interpolasi > min (0,0017) Dipakai interpolasi 0,0092 AST4’
=.b.d = 0,0092 . 200 . 296 = 544,64 mm2
>> Ml4’5 = 0,893 KNm
Mu 0,893 = 50,961 KN/m2 2 2 bd 0,20 0,296 interpolasi < min (0,0017) Dipakai min 0,0017 Asl4’5
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
141
>> Mt5 = 5,17 KNm
Mu 5,17 = 295,03 KN/m2 2 2 bd 0,20 0,296 interpolasi < min (0,0017) Dipakai min 0,0017 AstF
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
6.
6.
Pilih Tulangan AS4 ‘
= 5 D 13 (664 mm2)
AS 4’-5
= 2 D 13 (265 mm2)
AS 5
= 2 D 13 (265 mm2)
BALOK AS 3 ( 5-5`)
1.
Beban yang bekerja pada plat lantai Beban mati(WD) –
B.s. plat
= 0,12 . 2400 . 1 . 10 = 2880 N/m =
2,88 kN/m
–
Finishing
=100 . 1 . 10 = 1000 N/m
=
1,00 kN/m
–
WD TOTAL
=
3,88 kN/m
+
142
Beban hidup (WL) –
WL untuk balkon = 200 . 1 . 10
=
2,00 kN/m
=
5,237 kN/m
=
1,680 kN/m
2,5 kN/m2 . 4
=
10,000 kN/m
q 5-5’
=
16,917 kN/m
Beban Ultimate (WU)
=1,2 (WD)+1,6(WL) =1,2 (3,88)+1,6(2) =7,856 kN/m
2.
Pembebanan BALOK 5-5’ Beban mati(WD) –
q ekuivalen plat beban segitiga 1 = .WU plat . lx 3
= –
1 . 7,856 . 2 3
Berat sendiri Balok = b . h . 24 kN/m2 = 0,20 . 0,35 . 24 kN/2
–
Tembok t=4m
+
143
3.
Menghitung Momen Mt5
=
1 . q . l2 10
=
1 . 16,917 . 22 10
= 6,766 kNm Ml5-5’
=
1 .q.l2 14
=
1 . 16,917 . 22 14
= 4,833 kNm # 7,47 kNm (hasil beamax) Mt5’
=
1 . q . l2 16
=
1 . 16,917 . 22 16
= 4,229 kNm # 11,04 kNm (hasil beamax)
4.
Menghitung luas tulangan perlu Tinggi balok ( h )
= 400 mm
Selimut beton (p)
= 40 mm (tabel 3)
Perkiraan diameter utama
= Ø 12 mm
Perkiraan diameter sengkang
= Ø 8 mm
d = h – p – Ø sengkang – ½ Ø utama = 400 – 40 – 8 – 6 = 346 mm = 0,346 m
144
5.
Mencari tulangan >> Mt5 = 6,766 KNm
Mu 6,766 = 386,116 KN/m2 2 2 bd 0,20 0,296 interpolasi < min (0,0017) Dipakai min 0,0017 AST5
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
>> Ml5-5’ = 7,47 KNm
Mu 7,47 = 426,292 KN/m2 2 2 bd 0,20 0,296 interpolasi < min (0,0017) Dipakai min 0,0017 Asl5-5’
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
>> Mt5’ = 11,04 KNm
Mu 11,04 = 652,84 KN/m2 2 2 bd 0,20 0,296 interpolasi < min (0,0017) Dipakai min 0,0017
145
Ast5’
=.b.d = 0,0017 . 200 . 296 = 100,64 mm2
6.
Pilih Tulangan AS 5
= 2 D 13 (265 mm2)
AS 5-5’
= 2 D 13 (265 mm2)
AS 5’
= 2 D 13 (265 mm2)
146