PERENCANAAN PELAT I. Pere Perenc ncan anaa aan n Plat Plat Lan Lanta taii Data teknis
Mutu Beton = K-300 f’c = 30 MPa Mutu baja tulanga tulangan n (fy) = 300 MPa Tebal Tebal plat lantai rencana = 12 c Tebal Tebal !pe!i = 2 c Tebal Tebal Kerai" Kerai" = 1 c
Pembebanan
Beban yang be"erja Beban
o o
ati # (PP$%& tabel 2'1 al' 11-12) Berat beton bertulang = 200 "g* 3 +,u"an u"an per c tebal ebal ,ari ari !e !een en = 21 21 "g* "g* 2 = 2 "g* 2 o Penutup lantai ,ari "erai" Beban i,up pa,a lantai !e"ola (PP$%& tabel 3'1 al' 1) %ntu" lantai !e"ola = 2.0 "g*2 o Beban mati #
Berat Berat beton beton bertul bertulang ang
= 0/12 0/12 ' 200 200 =
+,u"an !een
= 2 ' 21
=
Plafon
2 "g* "g* 2 2 "g* 2 =
Penutup lantai ,ari "erai"
=
11 "g*2
2 "g* 2 3. "g*2
Beban hidup #
Beban guna bangunan
=
2.0 "g* 2
Kombinasi Pembebanan
Kobina!i $ # 1/
= 1/ ' 3. = .11 "g* 2
Kobina!i $$ # 1/2 1/ 4 0/. 4a
= 1/2 ' 3. 1/ ' 2.0 0/. ' 0 = 3 "g* 2
tatika dan Penulan!an Plat
Plat B
45 = .00 c = . 4y = 00 c = 4y * 45 = 1/ 6 2 7 Pelat 2 +ra 8tati"a plat ,apat ,iitung !ebaga beri"ut
"u # $%$$& . 'u . L( ) . K
9ilai K untu" 4y*45 = 1/ (Peraturan Beton Bertulang $n,one!ia 1:0/ al' 202) M45 = .3 MT5 = .3 M4y = 3 MTy = 3 !eingga nilai Mu = M45 = 0/001 ' ;' 452 ' K = 0/001 ' 3 ' . 2 ' .3 = 1110/3. "g M4y = 0/001 ' ;' 452 ' K = 0/001 ' 3' . 2 ' 3 = :/10 "g
MT5 = -0/001 ' ;' 452 ' K = -0/001 ' 3 ' . 2 ' .3 = -1110/3. "g MTy = -0/001 ' ;' 452 ' K = -0/001 ' 3' 2 ' 3 = -:/1 "g Penulan!an
Tebal !eliut beton (,’)
= 30
Tebal pelat ()
= 120
, = < ,’ = 120 < 30 = :0 4ebar !atu !atuan lajur pelat (b) = 1000 1,4
ρin = ρa5
fy
=
1,4 300
=0,0047
= 0/. ' ρb 0,85 . f ' c
= 0/. ' β1 '
fy
.
600 600 + fy
(untu" 0f’c30 MPa/ β1 = 0/./ ,an !etiap "enai"an 1 Mpa/ β1 ber"urang !ebe!ar 0/00 ) ρa5
0,85.30
= 0/. ' 0/. '
300
.
600 600 + 300
= 0/031 *
Lapan!an +
Mu= 1110/3. "g >n = ρ =
=
Mu bd
2
2
=
1110,35 . 10 0,8 .100 . 9
2
= 1/13.0 "g*c 2 = 1/1 MPa
fy 300 = 0,85 . f ' c 0,85 . 30 = 11/. 1
m
( √
1− 1−
2.m.Rn
fy
)
=
1 9,804
( √
1− 1−
2 . 9,804 . 1,74 300
)
= 0/00.: Karena ρ ? ρin/ a"a # +!= ρ' b ' , = 0/00.: ' 1000 ' :0 = .32/.: 2 !eingga/ Tulangan ba@a ,ipa"ai # ∅12 < 200 # . M 2 *
Tumpuan +
Mu= -1110/3. "g >n = ρ =
=
=
Mu bd
1110,35. 10
=
2
0,8 .100. 9
2
2
= 1/13.0 "g*c 2 = 1/1 MPa
fy 300 = 0,85 . f ' c 0,85 . 30 = 11/. 1
m
( √ ( √ 1− 1−
1
2.m.Rn
fy
1− 1−
11,765
)
2 . 11,765 . 1,714 300
)
= 0/00.: Karena ρ ? ρin/ a"a # +!= ρ' b ' , = 0/00.: ' 1000 ' :0 = .32/.: 2 +!’= 0/002 ' b ' = 0/002 ' 1000 ' 120 = 20 2 !eingga/ Tulangan ata! ,ipa"ai # ∅12 < 200 # ./: 2 Tulangan bagi ,ipa"ai # ∅ < 200 # 2.1 2
*
Lapan!an ,
Mu= :/10 "g >n = ρ =
=
Mu bd
2
2
=
796,10 . 10
2
0,8 .100 . 9
= 2/0: "g*c2 = 1/22: MPa
fy 300 = 0,85 . f ' c 0,85 . 30 = 11/. 1
m
( √
1− 1−
2.m.Rn
fy
)
=
1 11,765
( √
1− 1−
2 . 11,765 . 1,229 300
)
= 0/002 Karena ρ ? ρin/ a"a # +!= ρ' b ' , = 0/00 ' 1000 ' :0 = 20 2 !eingga/ Tulangan ba@a ,ipa"ai # ∅12 < 2.0 # .3 2 *
Tumpuan ,
Mu= -:/1 "g >n =
ρ =
=
=
2
Mu bd
796,1 . 10
=
2
2
0,8.100 . 9
= 2/0: "g*c2 = 1/22: MPa
300 fy = 0,85 . f ' c 0,85 . 30 = 11/.
1
m
( √ ( √ 1− 1−
1
11,765
2.m.Rn
fy
1− 1−
)
2 . 11,765 . 1,229 300
)
= 0/002 Karena ρ ? ρin/ a"a # +!
= ρ' b ' ,
= 0/00 ' 1000 ' :0 = 20 2 +!’= 0/002 ' b ' = 0/002 ' 1000 ' 120 = 20 2 !eingga/ Tulangan ata! ,ipa"ai # ∅12 < 2.0 # .3 2 Tulangan bagi ,ipa"ai # ∅ < 200 # 2.1 2 >e"apitula!i tulangan plat lantai
plat
4apangan A ba@a
+! perlu (2) 4apangan Tupuan A ata!
bagi
ba@a
Tupuan ata!
ba@a
2ara
II.
+
C12-2.0
B
C12-200
D
C12-2.0
C12-2.0
E
C12-2.0
F
C12-2.0
C122.0 C12200 C122.0 C122.0 C122.0 C122.0
C200 C200 C200 C200 C200 C200
C12-2.0 C12-2.0 C12-2.0 C12-2.0 C12-2.0 C12-2.0
C122.0 C122.0 C122.0 C122.0 C122.0 C122.0
Perencanaan Plat Leu-el
Data teknis
Mutu Beton = K-300 f’c = 30 MPa Mutu baja tulangan (fy) = 300 MPa Tebal plat lantai rencana = 12 c
Pembebanan
Beban yang be"erja Beban
o
o
ati # (PP$%& tabel 2'1 al' 11-12) Berat beton bertulang = 200 "g* 3 Beban Gujan Berat air ujan = 20 "g*2 Berat beton bertulang
= 0/12 ' 200 =
Berat air ujan
= 20 "g* 2
Kombinasi Pembebanan
Kobina!i $$$ # 1/2 1/ G
= 1/2 ' 2 1/ ' 20
2 "g* 2
C200 C200 C200 C200 C200 C200
= 3/0 "g* 2 Penulan!an
Tebal !eliut beton (,’)
= 30
Tebal pelat
= 120
, = < ,’ = 120 < 30 = :0 4ebar !atu !atuan lajur pelat (b) = 1000
Pelat Leu-el
Lx
Ly 45 = 2 ; = 3/0 "g* 2
2 1.5000 Mu
= H ' 3/0 ' 22 = ../2 "g
1,4
ρin = ρa5
fy
=
1,4 300
=0,0047
= 0/. ' ρb = 0/. ' β1 '
ρa5
0,85 . f ' c
fy
= 0/. ' 0/. '
.
600 600 + fy
0,85.30 300
.
600 600 + 300
= 0/031
>n
=
=
Mu bd
2
2
=
755,2 . 10
2
0,8.100 . 9
= 11/. "g*c2 = 1/1. MPa
fy 300 = 0,85 . f ' c 0,85 . 30 = 11/.
ρ =
=
1
m
( √ ( √ 1− 1−
1
11,765
2.m.Rn
fy
1− 1−
)
2 . 11,765 . 1,165 300
)
= 0/00 Karena ρ I ρin/ a"a # +!= ρin' b ' , = 0/00 ' 100 ' :0 = 20 2 +!’= 0/002 ' b ' = 0/002 ' 100 ' 120 = 20 2 !eingga/ Tulangan ata! ,ipa"ai # ∅12 < 2.0 # .3 2 Tulangan bagi ,ipa"ai # ∅ < 200 # 2.1 c 2
