KISI-KISI PENYELESAIAN TUGAS BESAR TEKNIK Materi Kuliah TEKNIK GEMPA Jurusan Teknik Sipil - FT UNMER Malan !leh" #i!nisius T$ Arr% B$
Diketahui struktur gedung beton bertulang bertulang 5 lantai seperti gambar dan dan data berikut:
500
B A
L1
B
L1
D
C
L2
660
500
C
B
=
Rumah Sakit
E
500
D
PORTAL AS ARAH-X
#ATA" Kegunaan Bangunan
500
L1 E E KEY PLAN BALOK-KOLOM BALOK-KOLOM LANTAI 2 s/d LT 4 (ATAP) (ATAP)D
500
A B
660
500
E E E D
Lokasi Bangunan Sist Sistem em Stru Strukt ktur ur !anah Dasar Pondasi #itan%a" "# $# %# 5# *#
= = =
Manokwari Sist Sistem em Rang Rangka ka Pemi Pemiku kull Mome Momenn Khus Khusus us (SRP (SRPMK MK !anah Keras
Respon dinamis gedung akibat akibat beban gempa berupa mode shape getaran (dengan /ara Superp!s p!sis is Beban lateral tiap lantai bangunan akibat beban gempa dengan /ara dinamis Super Beba Bebann late latera rall tiap tiap lan lanta taii bang bangun unan an aki akiba batt beba bebann gemp gempaa deng dengan an /ar /araa Stat Statik ik 0kia 0kiale lenn Me Beba Bebann late latera rall tiap tiap lan lanta taii bang bangun unan an aki akiba batt beba bebann gemp gempaa deng dengan an /ar /araa Stat Statik ik 0kia 0kiale lenn Me Beba Bebann 'ra 'rai ita tasi si (Beb (Beban an Ma Mati ti dan dan )idu )idup p setia setiapp Lan Lanta taii 'ambar 'ambar Pemod Pemodela elann Stru Struktu kturr Portal Portal dengan dengan Beban+ Beban+beb beban an ,ang ,ang beke beker-a r-a pada pada porta portall
Ja&a'" I$ ESTIMASI #IMENSI #IMENSI BAL(K) K(L(M #AN TEBAL TEBAL PELAT 'eometri struktur : h" = .. m = &.. /m h$ = .. m = &.. /m h% = .. m = &.. /m h& = .. m = &.. /m L" = 5#.. m = 5.. /m L$ = *#*. m = **. /m B" = .. m = &.. /m B$ = 5#5. m = 55. /m *$* Esti+asi #i+ensi Bal!k Bal!k Untuk Se+ua Lantai Lantai 0stimasi dengan persamaan: Tini 'al!k , h , *.*/ - *.*01 2 Bentan 'al!k Le'ar 'al!k , ' , *.0 - 0.31 2 Tini 'al!k
1rah L" : h="2".3L" = b = "2$3h =
5. $5
/m /m
→
1rah L$ : h="2".3L$ = b = "2$3h =
** %%
/m /m
→
1rah B" : h="2".3B" = b = "2$3h =
&. $.
/m /m
→
1rah B$ : h="2".3B$ = b = "2$3h =
55 $4#5
/m /m
→
diambil =
5. %5
diambil =
*5 %5
diambil =
&. %.
diambil =
55 %.
→
→
→
→
*$0 #i+ensi K!l!+ Untuk Untuk Se+ua Lantai 0stimasi dengan prinsip kekakuan kolom kekakuan balok: 6 Kolom = atau 06 0 6 balok I K!l!+ , I Bal!k 1mbil kolom ,ang meahan balok dengan bentang terpan-ang7 misal kolom (87 $ Kolom (B7$ menahan menahan balok dengan bentang **. /m (balok+%52*5
6 balok (%52*5 = "2"$3b3h; = "2"$3%53*5 % =
9..9#59
/m&
Lokasi Bangunan Sist Sistem em Stru Strukt ktur ur !anah Dasar Pondasi #itan%a" "# $# %# 5# *#
= = =
Manokwari Sist Sistem em Rang Rangka ka Pemi Pemiku kull Mome Momenn Khus Khusus us (SRP (SRPMK MK !anah Keras
Respon dinamis gedung akibat akibat beban gempa berupa mode shape getaran (dengan /ara Superp!s p!sis is Beban lateral tiap lantai bangunan akibat beban gempa dengan /ara dinamis Super Beba Bebann late latera rall tiap tiap lan lanta taii bang bangun unan an aki akiba batt beba bebann gemp gempaa deng dengan an /ar /araa Stat Statik ik 0kia 0kiale lenn Me Beba Bebann late latera rall tiap tiap lan lanta taii bang bangun unan an aki akiba batt beba bebann gemp gempaa deng dengan an /ar /araa Stat Statik ik 0kia 0kiale lenn Me Beba Bebann 'ra 'rai ita tasi si (Beb (Beban an Ma Mati ti dan dan )idu )idup p setia setiapp Lan Lanta taii 'ambar 'ambar Pemod Pemodela elann Stru Struktu kturr Portal Portal dengan dengan Beban+ Beban+beb beban an ,ang ,ang beke beker-a r-a pada pada porta portall
Ja&a'" I$ ESTIMASI #IMENSI #IMENSI BAL(K) K(L(M #AN TEBAL TEBAL PELAT 'eometri struktur : h" = .. m = &.. /m h$ = .. m = &.. /m h% = .. m = &.. /m h& = .. m = &.. /m L" = 5#.. m = 5.. /m L$ = *#*. m = **. /m B" = .. m = &.. /m B$ = 5#5. m = 55. /m *$* Esti+asi #i+ensi Bal!k Bal!k Untuk Se+ua Lantai Lantai 0stimasi dengan persamaan: Tini 'al!k , h , *.*/ - *.*01 2 Bentan 'al!k Le'ar 'al!k , ' , *.0 - 0.31 2 Tini 'al!k
1rah L" : h="2".3L" = b = "2$3h =
5. $5
/m /m
→
1rah L$ : h="2".3L$ = b = "2$3h =
** %%
/m /m
→
1rah B" : h="2".3B" = b = "2$3h =
&. $.
/m /m
→
1rah B$ : h="2".3B$ = b = "2$3h =
55 $4#5
/m /m
→
diambil =
5. %5
diambil =
*5 %5
diambil =
&. %.
diambil =
55 %.
→
→
→
→
*$0 #i+ensi K!l!+ Untuk Untuk Se+ua Lantai 0stimasi dengan prinsip kekakuan kolom kekakuan balok: 6 Kolom = atau 06 0 6 balok I K!l!+ , I Bal!k 1mbil kolom ,ang meahan balok dengan bentang terpan-ang7 misal kolom (87 $ Kolom (B7$ menahan menahan balok dengan bentang **. /m (balok+%52*5
6 balok (%52*5 = "2"$3b3h; = "2"$3%53*5 % =
9..9#59
/m&
6 kolom = 6k = "2"$3bk3hk% ("2"$3($2%hk3(hk<% hk bk = $2% h Kolom eksterior: Kolom eksterior:
diambil: bk = $2%3hk 9..9#59 *"#*$. = &"#.9. = (dominan ga,a momen (dominan ga,a aksial
= = = &.2*. *.2*.
bk=hk
*. &.
*$3 Esti+asi Ke'utuhan Ke'utuhan Te'al PElat Pasal Pasal 9$: SNI 0;7<-0//01 "# Kebutuhan tebal pelat lantai (hp ditentukan sehingga memenuhi s,arat aman terhad lendutan ,aitu ,aitu -ika nilai hp hp min dan hp min dihitung dengan /ara sebagai sebagai berikut: $# 0stimasi pada modul modul pelat dengan nilai ( L, 2L terbesar b, L, = ben L? = ben b
L, L L
L,
a$ Perhitunan =akt!r '" L% Tipe
Pelat
++1
" s2d % **.. 1tap **.. di mana: L,n = L, + b @
L>
'' %
'' >
L%n
++1
++1
++1
++1
55.. 55.. Ln = L + b,
%5. %5.
%.. %..
*%.. *%..
'$ Perhitunan Garis Netral Bal!k T -Y 1 6an Inersia Bal!k T -I 1" ' '
'' e=$
G$n %'
Pelat ++1 ++1 ++1 ++1 " s2d % "%. *5. %.. "%&. 1tap "%. *5. %.. "%&. di mana: beA = $3(hb+hpbb dengan s,arat s,arat tidak lebih ke/il dari = &3"%. = 5$. mm &3".. = 5$. mm hpasumsi = ". 7 "$7 "% mm (dibatasi
++1 $"9#5& $"9#5&
Tipe
hpasu+si
h'
''
Pelat Lantai ePlat 1tap
?$ Perhitunan Rasi! Kekakuan Arah Me+an@an -a 1 6an Arah Melintan -a 1" % >
Tipe
I' % , I'
Is %
I' > , I'
Is >
a%
Pelat ++<1 ++<1 ++<1 ++<1 " s2d % "#$50". "#$"0. "#$50". "#."0. ".#%" &=atap "#$50". "#$"0. "#$50". "#."0. ".#%" di mana: 6b, = 6b = 6b @ 6s, = "2"$ 3 hp % 3 L, @ 6s = "2"$ 3 hp% 3 L a, = (0b36b (0b36b2( 2(0b, 0b,36s 36s, , a = (0b36b (0b36b2( 2(0b 0b36s 36s @ 0b,=0b 0b,=0b @ 0
6$ Perhitunan Rasi! Kekakuan a + 6an Te'al Pelat Mini+al -h 1" p+in
a%
Tipe Pelat " s2d % &=atap Tipe Pelat " s2d % &=atap
a>
".#%" ".#%"
"$#%4 "$#%4
hp
hp +in
++1 "%. "%.
++1 "$9#*5 "$9#*5
a+
""#%& ""#%&
'
L%n
"#$$ "#$$
++1 *%.. *%..
Ealuasi Ck aman thd lendutan Ck aman thd lendutan
di mana: m = (.#53, .#5 3 untuk : m .#$ : h p min = "%. mm untuk : .#$ E m E $#. : hp min = L,n3 F (.#9(A,2"5.. 2 (%*53G3(m+.#$. H dan h p min "%. mm untuk : m $#. : hp min = L,n3 F (.#9(A,2"5.. 2 (%*3G3 H dan h p min . m
35/50
35/50 30/40
35/65
30/40
30/40 35/50
35/50 30/55
30/55
35/50
30/55
35/50
30/55
30/55 35/65
30/40
30/40
30/55
30/55
30/55 35/50
30/40
35/50
35/65
30/55 35/50
30/40
30/40 35/65
30/55
35/50
35/50
35/50
30/40
30/40
35/50
35/50
35/65
35/50
500
500
660
500
B A
D
C
B
E
KEY PLAN BALOK-KOLOM LT 1 s/d LT 4 (ATAP)
35/50 40/60
35/50
40/60
35/50
40/60
35/65
35/50
35/50 40/60
35/50
35/65
35/50
40/60
35/50 40/60
35/65 40/60
40/60
40/60
40/60
40/60
35/50 40/60
40/60
40/60
35/50
40/60
40/60
40/60
35/50
35/65
E E D
40/60
35/50 40/60
40/60
500
B A
660
500
B
500
D
C
PORTAL AS ARAH - X
E E E D
II$ PER4ITUNGAN M(#E S4APE GETARAN SETIAP LANTAI 0$*$ MASSA SETIAP LANTAI *$ #ata" Diketahui : Balok L" Balok L$ Balok B" Balok B$ Kolom !ebal plat Lantai !ebal plat Lantai atap !ebal spesi Berat Ienis Beton Berat Ienis Spesi Berat Keramik Lantai Berat Bata ringan Berat PlaAon Beban )idup Lantai Beban )idup Lantai 1tap Pan-ang Bangunan L Lebar Bangunan B Iumlah Kolom Setiap Lt
#AN BERAT T(TAL LANTAI
b b b b b t t t
= = = = = = = = = = = = = = = = = =
.#%5 m .#%5 m .#%. m .#%. m .#&. m .#"% m .#"% m .#.% m $&.. kg2m% $".. kg2m% %. kg2m$ *5 kg2m$ "9 kg2m$ $5. kg2m$ "5. kg2m% $*#*. m "#.. m %.#.. bh
h h h h h
= = = = =
0$ Berat lantai < ATAP1
"# Berat pelat atap $# Balok L" (%525. %# Balok L$ (%52*5 Balok B" (%.2&. 5# Balok B$ (%.255 *# Kolom ( &.2*. 4# Berat spesi waterprooA 9# Berat dinding # Berat plaAon Be'an Mati
.#"%3($*7*3"3$&.. 57.3$.3.#%53(.#5.+.#"%3$&.. *7*353.#%53(.#*5+.#"%3$&.. (&&3*3.#%.3(.#&.+.#"%3$&.. (5755753*3.#%.3(.#55+.#"%3$&.. %.3.#&3.#*3(.#53&3$&.. .#.%3($*7*3"3$".. $3($*#*"3(.#53&3*5 ($*#*3"3"9
Be'an hi6up 6ire6uksi 0/ , $*#*3"3"5.39.
= = = = = = = = = = =
Berat atap = J&
=
Massa atap = m& = (berat atap29.
=
3$ Berat Lantai 3 , Lantai 0 , Lantai *
"# Berat pelat lantai $# Balok L" (%525.
.#"%3($*#*3"+(57.35#557.3&7.3$&.. 57.3$.3.#%53(.#5.+.#"%3$&..
= =
%# Balok L$ (%52*5 Balok B" (%.2&. 5# Balok B$ (%.255 *# Kolom ( &.2*. 4# Berat spesi kramik 9# Berat Keramik # Berat dinding ".# Berat plaAon Be'an Mati
*7*353.#%53(.#*5+.#"%3$&.. (&&3*3.#%.3(.#&.+.#"%3$&.. (5755753*3.#%.3(.#55+.#"%3$&.. %.3.7&3.7*3(.#53&.753&3$&.. .7.%3($*7*3"+(57.357557.3&7.3$".. ($*7*3"+(57.357557.3&7.3%. $3($*7*"3(.753&7..753&7.3*5 ($*7*3"+(57.357557.3&7.3"9
= = = = = = = = =
Be'an hi6up 6ire6uksi 0/ , ($*7*3"+(57.357557.3&7.3$5.39. Berat Lantai % 7 $7 " (J% = J$ = J"
= =
Massa lantai %7 $7 " = J2g = ( Berat Lantai29. ntuk lantai %7 $7 " massan,a sama karena tinggi lantai ) sama
=
m" m$ m% m&
= = = =
Berat T!tal Lantai " Jt =
&*$#"%. &*$#"%. &*$#"%. %99#$%5
kg S$2/m kg S$2/m kg S$2/m kg S$2/m
J&J%J$J" =
"4%"%%
kg
GEMPA
5 B1
400
4 B2
550
3 550
B2
2 400
B1
1 500
F L1
L! 4 h4 400
L! 3 h3 400
L! 2 h2 400
L! 1 h1 400
P"#d$s% 500
F
ien) 4!l5er 6an St!6!la i M!6e urut SNI *708 - 0//0 urut SNI *708 - 0/*0
/m /m
#ipakai" %525.
/m /m
%52*5
/m /m
%.2&.
/m /m
%.255
/m /m
&.2*.
p
tang modul pelat arah > tang modul pelat arah ?
L >n ++1
', L%n.L>n
5"5. 5"5.
"#$$ "#$$
I' ++<1 "#$50". "#$50".
a>
"$#%4 "$#%4 b = 0b
=%
hp +in
Mpa1 $&. $&.
++1 "$9#*5 "$9#*5
1
35/50
400
30/40
2
35/50 30/55
550
3
35/50
550
30/55 35/50
4 400
30/40 35/50
5
500
F
L! 4
35/50 40/60
400
L! 3 35/50 40/60
400
L! 2 35/50 40/60
400
L! 1
35/50 40/60
400
PON&AS%
500
F
.#5.m .#*5m .#&.m .#55m .#*.m
"54*9 . %".9.#.. "&&"&. %%"#$. "59#&. %&5*.#.. %"9&.#$. ""95*#.. .4#$. 3*9;00$0/
kg kg kg kg kg kg kg kg kg kg
8/8<;$//
kg
3;/<7/$0/
kg
%99#$%5 kg S$2/m
"&$9* . %".9.#..
kg kg
"&&"&. %%"#$. "59#&. *"$.#.. $99&4#4. "%4%4#.. $%4"$#.. 9$&$#$. 38*3/7$7/
kg kg kg kg kg kg kg kg kg
9*:;/$// &5$994#4.
kg kg
&*$#"%. kg S$2/m
0$0$ M(#E S4APE GETARAN SETIAP LANTAI AKIBAT BEBAN GEMPA 0$0$*$
MET(#E EIGEN
*$ Matriks Massa M 1 m" m$ m% m&
FMH =
=
= = = =
&*$#"%. &*$#"%. &*$#"%. %99#$%5
m" . . .
. m$ . .
. . m% .
. . . m&
&*$#"%. . . .
. &*$#"%. . .
. . &*$#"%. .
. . . %99#$%5
b h "2"$ b h%
= = =
0$ Matriks Kekakuan Lateral C K D Kolom semua tingkat +&.2*.:
kg s$2/m kg s$2/m kg s$2/m kg s$2/m
6nersia Kolom = Kekakuan Lateral !ingkat ( k h" = &.. /m h$ = &.. /m h% = &.. /m h& = &.. /m 0 = $..... kg2/m$ ilai 6 7 0 dan h sama maka : k& = %.3("$062h% k% = %.3("$062h% k$ = %.3("$062h% k" = %.3("$062h%
m&
K&"
K&$
K%"
K%$
= = = =
&. *. 4$....
9".... 9".... 9".... 9"....
/m /m /m&
kg2/m kg2/m kg2/m kg2/m
K&%
k& m%
K%% k% K$"
m$
K$$
K
%$k$ m"
K"" k"
K"$
K"%
mode " +!6e * k"" = k" k$ k$" = + k$ k%" = . k&" = .
=
K
=
mo
"*$.... +9".... . .
. + k% k% k& + k&
= = = =
= = = =
+9".... "*$.... +9".... .
+!6e < k"& = k$& = k%& = k&& =
. . + k& k&
= = = =
k"" k$" k%" k&"
k"$ k$$ k%$ k&$
k"% k$% k%% k&%
"*$.... +9".... . +9".... "*$.... +9".... . +9".... "*$.... . . +9"....
=
mode % +!6e 3 k"% = k$% = k%% = k&% =
= = = =
+!6e 0 k"$ = + k$ k$$ = k$ k% k%$ = + k% k&$ = .
K
mode $
k"& k$& k%& k&& . . +9".... 9".... &&
3$ Ke?epatan Su6ut 1 "
FKH+O$3FMH = . "*$.... +9".... . .
O$ = N
+9".... "*$.... +9".... .
"*$....+&*$#"%.N +9".... . .
. . +9".... . "*$.... +9".... +9".... 9".... +9".... "*$....+&*$#"%.N +9".... .
Dengan SoAtware Matlab didapat: N" = O" = $$*#5& N$ = O$ = "95*#**$ N% = O% = &$*.#&%& N& = O& = *$59#55.
<$ Si+panan a1 " CKD - 02 CMD
2 a1 , /
&*$#"%. .#... .#... .#...
.#... .#... &*$#"%. .#... .#... &*$#"%. .#... .#...
. +9".... "*$....+&*$#"%.N +9"....
. . +9".... 9"....+%99#$%5N
+ N 3
"5#.*5 rad2s &%#.9 rad2s *5#$4$ rad2s 4#""" rad2s
a$
* ,
*:$/8: ra6.s Diambil a&" = "
"*$.... +9".... . .
+9".... "*$.... +9".... .
. . +9".... . "*$.... +9".... +9".... 9"....
"5"5""9 +9".... . .
+9".... "5"5""9 +9".... .
. +9".... "5"5""9 +9"....
. . +9".... 4$"999
+
3
"5""*&5#a"" + 9"....#a$" = . +9"....#a"" "5""*&5#a$" + 9"....#a%" = . +9"....#a$" "5""*&5#a%"+9".... = . +9"....#a%" + 4$*4&& = . '$ 0 ,
"*$.... +9".... . .
a"" a$" a%" "
+9".... "*$.... +9".... .
. . +9".... . "*$.... +9".... +9".... 9"....
+
3
4%**&*#a"$ + 9"....#a$"$= . +9"....#a"$ 4%**&*#a$$ + 9"....#a%$ = . +9"....#a$$ 4%**&*#a%$+9".... = . +9"....#a%$ + "%"$*$ = .
"*$.... +9".... . .
a"" a$" a%" " Dengan soAtware Ma /$3:8 /$887 /$;9* *
<3$/;9 ra6.s Diambil a&$ = "
4*"9.#$* +9".... . . +9".... 4*"9.#$* +9".... . . +9".... 4*"9.#$* +9".... . . +9".... 9"4
?$ 3 ,
$$*#5&
&*$#"%. .#... .#... &*$#"%. .#... .#... .#... .#...
&*$#"%. .#... "795*#**$ .#... &*$#"%. .#... .#... .#... .#... a"$ a$$ a%$ " a"$ a$$ a%$ "#...
Dengan soAtware Ma -/$9:3 -/$;98 /$**/ *$///
8:$070 ra6.s Diambil a&% = "
+9".... "*$.... +9".... .
. . +9".... . "*$.... +9".... +9".... 9"....
+%&994* +9".... . . +9".... +%&9945#4 +9".... . . +9".... +%&994* +9".... . . +9".... +9&&.&
+
3
&*$#"%. .#... &7$*.#&%& .#... &*$#"%. .#... .#... .#... .#... a"% a$% a%% " Dengan soAtware Ma
+%99$"#a"% + 9"....#a$% = . +9"....#a"% + %99$"#a$% + 9"....#a%% = . +9"....#a$% + %99$"#a%%+9".... = . +9"....#a%% + 4%%595 = . 6$ < ,
"*$.... +9".... . .
a"% a$% a%% "#...
*$079 -/$::* -*$/<0 *$///
79$*** ra6.s Diambil a&& = "
+9".... "*$.... +9".... .
. . +9".... . "*$.... +9".... +9".... 9"....
+
+"$4$$** +9".... . . +9".... +"$4$$** +9".... . . +9".... +"$4$$** +9".... . . +9".... +$0.*
3
+"$%5*$#a"& + 9"....#a$& = . +9"....#a"& +"$%5*$#a$& + 9"....#a%& = . +9"....#a$& +"$%5*$#a%&+9".... = . +9"....#a%" + "&$9*9. = .
&*$#"%. .#... *7$59#55. .#... &*$#"%. .#... .#... .#... .#... a"& a$& a%& " a"& a$& a%& "#...
Dengan soAtware Ma -*$383 0$*<* -0$/// *$///
:$ M!6e Shape Getaran "#...
"#...
.#9"
"#... +"#.&$
+$#...
.#"". .#**4
+.#9* +.#55"
.#%5*
M!6e * * , *:$/8:
ra6.6tk
+.#5%
"#$4
M!6e 0 0 ,
M!6e 3 3 ,
<3$/;9 ra6.6tk
8:$070 ra6.6tk
K&&
K%&
K$&
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40/60
35/50
40/60
500
B A
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500
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500
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FKH =
40/60
35/50
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35/50 40/60
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40/60
35/50 40/60
40/60
35/50 40/60
35/65
40/60
500
40/60
40/60
40/60 35/50
35/50
35/65
35/50
40/60
40/60
40/60 35/65
35/50
35/50 35/50 40/60
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E E E D
F
FH=
"*$.... +9".... . .
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FH=
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"#$%0+.* $#&40+.* %#4.0+.* &0+.*
"#$%0+.* "#$%0+.* "#$%0+.* "#$%0+.*
"#$%0+.* $#&40+.* $#&40+.* $#&40+.*
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"#$%0+.* $#&40+.* %#4.0+.* &0+.*
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F D H = F H3FMH
FDH =
FDH =
&*$#"%. .#... .#... .#... &*$#"%. .#... .#... .#... &*$#"%. .#... .#... .#...
:$ Menentukan ke?epatan su6ut 6an si+panan a untuk M!6e *
F D H3F a H = ("2O $3F a H Iterasi * "
/oba harga F a H =
.#...54 .#...54 .#...54 .#...54
.#...54 .#..""& .#..""& .#..""&
"#... "#... "#... "#... .#...54 .#..""& .#.."4" .#.."4"
.#...&9 .#...* .#.."&& .#.."$
"#... "#... "#... "#...
.#...&9 .#...*
.#&". .#4"&
=
.#..5%
.#&". .#4"& .#". "#...
Iterasi 0 "
/oba harga F a H =
.#...54 .#...54
.#...54 .#..""&
.#&". .#4"& .#". "#... .#...54 .#..""&
=
.#..&5
.#%*% .#*4%
.#...54 .#...54
.#..""& .#..""&
.#.."4" .#.."4"
.#.."&& .#.."$
.#". "#...
.#9& "#...
.#...&9 .#...* .#.."&& .#.."$
.#%*% .#*4% .#9& "#...
.#%54 .#**9 .#9$ "#...
.#...&9 .#...* .#.."&& .#.."$
.#%54 .#**9 .#9$ "#...
.#...&9 .#...* .#.."&& .#.."$
/$3:7 /$887 /$;9* *$///
Iterasi 3 "
/oba harga F a H =
.#...54 .#...54 .#...54 .#...54
.#...54 .#..""& .#..""& .#..""&
.#%*% .#*4% .#9& "#... .#...54 .#..""& .#.."4" .#.."4"
=
.#..&&
Iterasi < "
/oba harga F a H =
.#...54 .#...54 .#...54 .#...54
.#...54 .#..""& .#..""& .#..""&
.#%54 .#**9 .#9$ "#... .#...54 .#..""& .#.."4" .#.."4"
=
.#..&&
.#%54 .#**4 .#9" "#...
Iterasi : "
/oba harga F a H =
.#...54 .#...54 .#...54 .#...54
.#...54 .#..""& .#..""& .#..""&
.#%54 .#**4 .#9" "#... .#...54 .#..""& .#.."4" .#.."4"
=
.#..&&
/$3:7 /$887 /$;9* *$///
(K$$ Iterasi St!p
"2O$ = O" =
.#..&& "5#.*%
.#9" .#**4
CaD,
/$3:7 /$887 /$;9* *$///
.#%54
M!6e * * , *:$/83
:$ Menentukan ke?epatan su6ut 6an si+panan a untuk M!6e < M!6e Tertini1
F 0 H = F M H +"3F K H +" F0H=
&*$#"%. .#... .#... .#...
.#... &*$#"%. .#... .#...
.#... .#... &*$#"%. .#...
.#... .#... .#... %99#$%5
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F0H=
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F0H=
%5.5#5.5 +"45$#45$ . . +"45$#45$ %5.5#5.5 +"45$#45$ . . +"45$#45$ %5.5#5.5 +"45$#45$ . . +$.9*#%** $.9*#%**
F 0 H3F a H = O $3F a H Iterasi * "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#... "#... +"#... "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
.#.. .#.. +"45$#45 $.9*#%4
+"#... "#... +"#... "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#$*. "#*9. +"#*9. "#...
=
&"4$#4%
+"#$*. "#*9. +"#*9. "#...
Iterasi 0 "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
Iterasi 3 "
+"45$#45 %5.5#5. +"45$#45 .#..
+"#$*. "#*9. +"#*9. "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
=
55"#94
+"#%"4 "#45 +"#9% "#...
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%"4 "#45 +"#9% "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
.#.. .#.. +"45$#45 $.9*#%4
+"#%"4 "#45 +"#9% "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#%%9 $#.4 +"#*% "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#%&9 $#""5 +"#9* "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#%5% $#"$9 +"#& "#...
=
*.%*#*
+"#%%9 $#.4 +"#*% "#...
Iterasi < "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%%9 $#.4 +"#*% "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
=
*"9$#&4
+"#%&9 $#""5 +"#9* "#...
Iterasi : "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%&9 $#""5 +"#9* "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
=
*$%.#.$
+"#%5% $#"$9 +"#& "#...
Iterasi 8"
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%5% $#"$9 +"#& "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
Iterasi 7 "
+"#%54 $#"%&
=
*$&*#"5
+"#%54 $#"%& +"#4 "#...
+"#4 "#... %5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
.#.. +"45$#45 %5.5#5. +$.9*#%4
.#.. .#.. +"45$#45 $.9*#%4
+"#%54 $#"%& +"#4 "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#%5 $#"%* +"#9 "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#%*. $#"%9 +"# "#...
.#.. .#.. +"45$#45 $.9*#%4
+"#%*" $#"% +"# "#...
=
*$5$#$.
+"#%5 $#"%* +"#9 "#...
Iterasi ; "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%5 $#"%* +"#9 "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
=
*$5_
+"#%*. $#"%9 +"# "#...
Iterasi 9 "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%*. $#"%9 +"# "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
=
*$5*#$"
+"#%*" $#"% +"# "#...
Iterasi */ "
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
+"#%*" $#"% +"# "#... .#.. +"45$#45 %5.5#5. +$.9*#%4
Iterasi ** "
/oba harga F a H =
+"#%*$ $#"&. +"# "#...
=
*$54#."
+"#%*$ $#"&. +"# "#...
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
.#.. +"45$#45 %5.5#5. +$.9*#%4
.#.. .#.. +"45$#45 $.9*#%4
+"#%*$ $#"&. +"# "#...
.#.. .#.. +"45$#45 $.9*#%4
-*$380 0$* -*$999 *$///
=
*$54#5$
+"#%*$ $#"&. +"# "#...
Iterasi *0 "
+"#%*$ $#"&. +"# "#...
/oba harga F a H =
%5.5#5. +"45$#45 .#.. .#..
+"45$#45 %5.5#5. +"45$#45 .#..
.#.. +"45$#45 %5.5#5. +$.9*#%4
=
*$54#95
-*$380 0$* -0$/// *$///
(K$$$$Iterasi St!p
O$ O&
= =
*$54#9& 4#".4
CaD,
-*$380 0$* -0$/// *$///
+$#...
+"#%*$
< ,
M!6e < 79$*/7
8$ Menentukan ke?epatan su6ut 6an si+panan a untuk M!6e 0 C #0 D2C a D , *. 012C a D Matrik C#0 D " n F M Hk ak(m ak(n Rumus :
k+" m" m$ m% m&
&*$#"%. &*$#"%. &*$#"%. %99#$%5
a"" a$" a%" a&"
mode " .#%54 .#**4 .#9" "#...
mode $ a"$ a$$ a%$ a&$
(m"3a""3a"$(m$3a$"3a$$(m%3a%"3a%$(m&3a&"3a&$ = . (&*$7"%3.#%543a"$(&*$7"%3.#**43a$$(&*$7"%3.79"3a%$(%997$%53"3a&$ = ("*&793a"$(%.97$&"3a$$(&""74593a%$(%997$%53a&$ = . a"$ = +"79*93a$$ + $7&*3a%$ +$7%5%3a&$
Matriks C S* D "
F a$ H
=
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=
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F D$ H =
F D$ H =
.#...54 .#...54 .#...54 .#...54
.#...54 .#..""& .#..""& .#..""&
.#...54 .#..""& .#.."4" .#.."4"
.#...&9 .#...* .#.."&& .#.."$
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+.#...95 +.#...$9 .#...$ .#...$
+.#...9* +.#...%9 .#...". .#...54
+.#...9* +.#...%9 .#...". .#...54
+"#.. +"#.. "#.. "#..
+.#...9* +.#...%9 .#...". .#...54
+"#55$ +.#&% .#%" "#...
C #0 D2C a D , *. 012C a D Iterasi * "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+"#... +"#... "#... "#... +.#...95 +.#...$9 .#...$ .#...$
=
.#...9
+"#55$ +.#&% .#%" "#...
Iterasi 0 "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+"#55$ +.#&% .#%" "#... +.#...95 +.#...$9 .#...$ .#...$
Iterasi 3 "
/oba harga F a H =
+"#"95 +.#"9 .#$$$
=
.#...*
+"#"95 +.#"9 .#$$$ "#...
"#... .#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+.#...95 +.#...$9 .#...$ .#...$
+.#...9* +.#...%9 .#...". .#...54
+"#"95 +.#"9 .#$$$ "#...
+.#...9* +.#...%9 .#...". .#...54
+"#.5. +.#.* .#"59 "#...
+.#...9* +.#...%9 .#...". .#...54
+.#* +.#.. .#"%$ "#...
+.#...9* +.#...%9 .#...". .#...54
+.#4% +.#94 .#"$. "#...
=
.#...*
+"#.5. +.#.* .#"59 "#...
Iterasi < "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+"#.5. +.#.* .#"59 "#... +.#...95 +.#...$9 .#...$ .#...$
=
.#...*
+.#* +.#.. .#"%$ "#...
Iterasi : "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+.#* +.#.. .#"%$ "#... +.#...95 +.#...$9 .#...$ .#...$
=
.#...5
+.#4% +.#94 .#"$. "#...
Iterasi 8 "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+.#4% +.#94 .#"$. "#... +.#...95 +.#...$9 .#...$ .#...$
Iterasi 7 "
/oba harga F a H =
+.#*% +.#9* .#""5 "#...
=
.#...5
+.#*% +.#9* .#""5 "#...
.#..... .#..... .#..... .#.....
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+.#...95 +.#...$9 .#...$ .#...$
+.#...9* +.#...%9 .#...". .#...54
+.#*% +.#9* .#""5 "#...
+.#...9* +.#...%9 .#...". .#...54
+.#59 +.#9* .#""% "#...
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+.#5* +.#95 .#""$ "#...
+.#...9* +.#...%9 .#...". .#...54
+.#55 +.#95 .#""$ "#...
+.#...9* +.#...%9
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=
.#...5
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Iterasi ; "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+.#59 +.#9* .#""% "#... +.#...95 +.#...$9 .#...$ .#...$
=
.#...5
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Iterasi 9 "
/oba harga F a H =
.#..... .#..... .#..... .#.....
+.#...5. .#....9 .#....9 .#....9
+.#5* +.#95 .#""$ "#... +.#...95 +.#...$9 .#...$ .#...$
=
.#...5
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Iterasi */ "
/oba harga F a H =
.#..... .#..... .#..... .#.....
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+.#55 +.#95 .#""$ "#... +.#...95 +.#...$9 .#...$ .#...$
=
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Iterasi ** "
/oba harga F a H =
.#..... .#.....
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=
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Iterasi *0 "
+.#55 +.#95 .#""" "#...
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=
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"2O$ = O$ =
.#...5& &%#.59
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=
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Iterasi 0 "
/oba harga F a H =
.#..... .#..... .#..... .#.....
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$#$$ +.#9%" +"#$*$ "#... +.#...95 +.#...$9 .#...$ .#...$
+.#...9* +.#...%9 .#...". .#...54
$#$$ +.#9%" +"#$*$ "#...
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=
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Iterasi 3 "
/oba harga F a H =
.#..... .#.....
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=
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+$#%.$ .#..$. +"#.%" .#4*% "#...
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/oba harga F a H =
.#..... .#..... .#..... .#.....
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+"$#&$ +"#95% 5#5". "#... +.#...95 +.#...$9 .#...$ .#...$
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=
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/oba harga F a H =
.#..... .#..... .#..... .#.....
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=
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Iterasi 8
/oba harga F a H =
.#..... .#..... .#..... .#.....
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+"#&." +.#&5 .#%%" "#... +.#...95 +.#...$9 .#...$ .#...$
=
+"#"%" .#...* +.#"* .#" "#...
Iterasi 7
/oba harga F a H =
.#..... .#..... .#..... .#.....
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+"#"%" +.#"* .#" "#... +.#...95 +.#...$9 .#...$ .#...$
=
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=
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(K $$$$ Iterasi St!p
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3
" .#"". +.#9* +.#5%
3
".#.. +59*49 +4*. *$*"$ **5.
3
" +"#.&$ +.#55" "#$4
3
5#5. "94" +$%5%" +"$&&4 $99$ " +$#... $#"&" +"#%*%
3
3
.. +&"59 9* +".55 *4&*
L! 4 400
L! 3 400
L! 2 400
L! 1 400
L! &$s$ 500
E
F
L! 4 400
L! 3
L! 2 400
L! 1 400
L! &$s$
+en@a6i" kg kg kg kg
L! 4 400
L! 3 400
L! 2 400
L! 1 400
L! &$s$ 500
E
F
L! 4 400
L! 3 400
L! 2 400
L! 1 400
L! &$s$
0$3$ GAYA LATERAL TIAP LANTAI AKIBAT BEBAN GEMPA #ENGAN ARA STATIK EK BER#ASARKAN SNI *708-0//0 Kegunaan Bangunan Lokasi Bangunan Sistem Struktur !anah Dasar Pondasi Berat lantai total Jt Pan-ang Bangunan L Lebar Bangunan B !inggi Bangunan )
: : : : = = = =
Rumah Sakit Manokwari Sistem Rangka Pemikul Momen Khusus (SRPMK !anah Keras "4%"%% kg $*#*. m "#.. m "*#.. m
*$ Menentukan !ne Ge+pa 'ambar $#" S6 "4$* + $..$
Kota Manokwari
:
0$ Menhitun Oaktu Getar T Pasal 5#* S6 "4$*+$..$: h = tinggi bangunan =
!=
.7.%3h%2&
=
Vone 'empa 5
"*#.. .7.%3("*%2&
m =
.#$&
dimana: ! E X3n X = ditentukan dari !abel 9 n = -umlah tingkat = & Vone 'empa 5 T
.#$&
!abel 9 : E E
X3n .#*&
X
######CK
=
.#"*
3$ Menentukan K!e=isien Ge+pa #asar " Dibutuhkan % data untuk menentukann,a ,aitu: Kondisi tanah pondasi7 Periode 'etaran !7 one gempa dan gunakan 'ambar $ S6 "4$*+$..$
G'r 0$ Resp!n Spektru+ Ge+pa Ren?ana Oila%ah :
!anah pondasi: !anah Keras != .#$& Vone 'empa: Vone 5
'br $: 8 =
/$7/
<$ Fakt!r Keuta+aan I " Ditentukan dengan memperhatikan Aungsi gedung ,ang diren/anakan dan gunakan !abel " S6 "4$*+$..$
Dari !abel "7 Aungsi Rumah sakit : 6 =
*$<
:$ Menentukan Fakt!r Jenis Struktur R " Ditentukan dengan memperhatikan sistem struktur gedung ,ang diren/anakan dan gunakan !abel % S6 "4$*+$..$
Sistem Rangka Pemikul Momen Khusus SRPMK Beton Bertulang
!abel %: R =
;$:
8$ Menhitun Ga%a Ge+pa #asar "
Pasal *#"#$ S6 "4$*+$..$: Y = ( 8 3 6 3 Jt 2 R = (.74.3"7&3"*.5494 2 (975
=
0//:*0 kg
7$ #istri'usi Ga%a Ge+pa #asar Men@a6i Ga%a Lateral Tiap Lantai Fi Pasal *#"#% S6 "4$*+$..$: kontrol : 1rah ? : )2B = "*2" = .#9& E %#.. 1rah > : )2L = "*2$*#* = .#*. E %#..
CKZ CKZ
1rah ? = > : 'a,a Lateral !iap Lantai Men-adi : Lantai & : & = F(J&3h&2([Ji3hiH3Y Lantai % : % = F(J%3h%2([Ji3hiH3Y Lantai $ : $ = F(J$3h$2([Ji3hiH3Y Lantai " : " = F(J"3h"2([Ji3hiH3Y #ita'elkan Se'aai Berikut " Lantai Berat Tini
& % $ "
Oi k1
hi +1
%9.&4.#$. &5$994#4. &5$994#4. &5$994#4.
"* "$ 9 &
Oi2hi
Fi
Fi>
Fi%
k+1
k1
k1
k1
*.945$% 5&%&*5$ %*$%".$ "9""55"
4"9& *&$*& &$9&% $"&$"
"&%4 "$95% 95* &$9&
""4 ".4"" 4"&. %54.
"4%"%%#%
Σ
"*5*9$9
Iumlah Portal 1rah + ? Iumlah Portal 1rah + ,
= =
5 *
(1S " s2d 1S 5 (1s 1 s2d 1s
Ga%a.Be'an Lateral Tiap Lantai Aki'at Be'an Ge+pa "&%4 "$95% 95* &$9&
500
500
B A
500
660
C
B
500
D
E
PORTAL AS ARAH - X
E E D
""4 ".4"" 4"&. %54. 560
400
B 1
2
560
3
PORTAL AS ARAH - Y
400
4
5 E E D
F
ALEN
L! 4 00
L! 3 00
L! 2 00
L! 1 00
L! &$s$
L! 4 400
L! 3 400
L! 2 400
L! 1 400
L! &$s$
0$<$ GAYA LATERAL SETIAP LANTAI AKIBAT BEBAN GEMPA #ENGAN ARA ST BER#ASARKAN SNI *708-0/*0 Kegunaan Bangunan Lokasi Bangunan Sistem Struktur !anah Dasar Pondasi Berat lantai total Jt Pan-ang Bangunan L Lebar Bangunan B !inggi Bangunan )
: : : : = = = =
*$ Menetapkan Kate!ri Resik! Banunan
Rumah Sakit Manokwari Sistem Rangka Pemikul Momen Khusus (SRPMK !anah Keras "4%"%% kg $*#*. m "#.. m "*#.. m
Dari !abel ": Rumah Sakit maka termasuk Kategori Resiko : 6
I
0$ Menentukan Fakt!r Keuta+aan Ge+pa) I e
Dari !abel $ dan Kategori Resiko 6Y maka: aktor Keutamaan 'empa:
6e =
3$ Menentukan para+eter resp!n spektru+ per?epatan e+pa Ss 6an S* Parameter Respon Spektrum per/epatan gempa pada Periode pendek (S S dan Periode " deti
berdasarkan Lokasi Kota tempat Bangunan dan Peta 'empa
Gambar 9: Peta Gempa Untuk S Ds
Gambar 10: Peta Gempa Untuk S 1
Dari 'ambar dan ".7 untuk lokasi Kota Manokwari :
SS =
<$ Menentukan K!e=isien Situs Fa 6an F Dibutuhkan minimal $ dari % data ,itu Ys7 spt dan Su# Ys = ke/epatan rambat gelombang gempa (m2s spt = da,a dukung tanah pondasi dari SP! test Su = kuat geser niralir (undrained tanah pondasi dari dire/t shear test Ta'el 3" Klasi=ikasi Situs L!kasi1
"#5.
Dari 'ambar %7 !abel &7 !abel 57 didapat:
a =
"#..
=
:$ Menentukan para+eter resp!n spektru+ per?epatan e+pa #esain S #S 6an S#* Parameter per/epatan spektum desain S DS dan S D" dihitung dengan Pers# (i dan (ii (S6 pa nilai SMS dan SM" dihitung dengan Persamaan (iii dan (i (S6 pasal *#$#
SMS = a S S SM" = S "
=
"7.. "75. =
"#5.
=
"7%. .7*. =
.#49
SDS = $2% SMS SD" = $2% SM"
= =
($2%"75. = ($2%.49 =
"#.. .#5$
8$ Menentukan Kate!ri #esain seis+ik K#S1 Kategori resiko bangunan SDS SD"
= = =
Dari Tabel 3 an Tabel 4 ia!a"#
KDS =
6Y "#.. .#5$
#
Iika dari $ tabel di atas hasiln,a berbeda7 maka diambil ,ang ]terberat^# Misaln,a dari tapi dari tabel kedua hasiln,a D7 maka ,ang dipakai adalah D#
7$ Menentukan K!e=isien M!6i=ikasi Resp!ns R KoeAisien modiAikasi respons7 R7 berkaitan dengan daktilitas ren/ana struktur# ilain,a berg resiko bangunan7 nilai S DS dan SD" dan sistem struktur# ilai R ini dapat ditetapkan dari S6
Dari !abel 7 Sistem Rangka Pemikul Momen Khusus7 didapat:
R ,
;
;$ Menhitun Peri!6e Fun6a+ental Perkiraan Ta ilai ! a ini bisa dihitung dengan Persamaan ( (S6 Pasal 4#9#$#" dengan terlebih dahulu me dan ? dari !abel "5#
Sistem Beton Pemikul Momen 8t = .#.&4 ) = "*#.. m ? = #45 !a = 8t hn ? =
/$373
9$ Menhitun K!e=isien Resp!n Seis+i? 1 S6 Pasal 4#9#"#"#
SD" SDS
= = = = =
! R 6e
.#5$ "#.. .#%4% 9 "#5.
8s
=
SDS ( R 2 6e
=
.#"99
Cs
=
SD1
=
.#$*$
=
.#.**
.#"99
T * (R / Ie Cs
=
0,0!!S DS I e
≥
0.01
.#"99 dipakai
8s =
/$*;;
*/$ Menhitun Ga%a Ge+pa #asar S6 Pasal 4#9#"
V = Cs x Wt = 0,188 x 1605787 =
326087
kg
**$ #istri'usi Ga%a Ge+pa #asar Men@a6i Ga%a Lateral Tiap Lantai Fi " S6 Pasal 4#9#%
!a = 8t hn ? = kontrol : 1rah ? : )2B = "*2" 1rah > : )2L = "*2$*#*
.#%4$9
E
= =
.75.
: k = "7.
.#9& .#*.
E E
%#.. %#..
CKZ CKZ
1rah ? = > : 'a,a Lateral !iap Lantai Men-adi : Lantai & : & = F(J&3h&2([Ji3hiH3Y Lantai % : % = F(J%3h%2([Ji3hiH3Y Lantai $ : $ = F(J$3h$2([Ji3hiH3Y Lantai " : " = F(J"3h"2([Ji3hiH3Y #ita'elkan Se'aai Berikut " Lantai Berat Oi k1 & %9.&4.#$. % &5$994#4. $ &5$994#4. " &5$994#4. "4%"%%#% Σ Iumlah Portal 1rah + ?
Iumlah Portal 1rah + ,
=
=
Tini hi +1 "* "$ 9 &
5 *
Oi2hi k+1 *.945$% 5&%&*5$ %*$%".$ "9""55" "*5*9$9 (1S " s2d 1S 5 (1s 1 s2d 1s
Ga%a Lateral Setiap Lantai Aki'at Be'an Ge+pa 23413
20902
Fi k1 ""4.** ".&5"" **4& %&9%4
Fi> k1 $%&"% $..$ "%%5 **4
13935 6967
500
660
500
B A
B
500
C
D
E E E D
PORTAL AS ARAH - X
"5""
"4&"9
""*"$ 59.*
400
B1
560
560
2
3
PORTAL AS ARAH - Y
400
4
5 E E D
TIK EKIALEN
*$:/
(S" ditentukan
S" =
.#*.
"#%.
al *#% dengan
tabel pertama hasiln,a 87
ntung pada kategori abel (S6 Pasal 4#$#"
entukan 8 t dan
E
.#$*$ #### CK
#### CK
.#.** #### CK
Fi% k=1 "5"" "4&"9 ""*"$ 59.*
L! 4 400
L! 3
400
L! 2 400
L! 1 400
L! &$s$ 500
F
L! 4 400
L! 3 400
L! 2 400
L! 1 400
L! &$s$
III$ PER4ITUNGAN BEBAN GRAITASI Be'an Mati ter+asuk Berat Sen6iri Bal!k1 6an Be'an 4i6up Contoh: pada Portal AS 3
3$* GE(METRI Balok L" Balok L$ Balok B" Balok B$ Kolom !ebal plat Lantai !ebal plat Lantai atap !ebal spesi Berat Ienis Beton Berat Ienis Spesi Berat Keramik Lantai Berat Bata ringan Berat PlaAon Beban )idup Lantai Beban )idup Lantai 1tap Pan-ang Bangunan L Lebar Bangunan B Iumlah Kolom Setiap Lt
b b b b b
= = = = = = = = = = = = = = = = = =
.#%5 .#%5 .#%. .#%. .#&. .#"% .#"% .#.% $&.. $".. %. *5 "9 $5. "5. $*#*. "#.. %.#..
m m m m m m m m kg2m% kg2m% kg2m$ kg2m$ kg2m$ kg2m$ kg2m% m m bh
h h h h h
= = = = =
3$0$ PERATAAN BEBAN PA#A BAL(K P(RTAL AS 3 Perataan beban pelat pada balok dilakukan dengan konsep !R6B!R> 0K6Y1L0 LC1D# 3$0$*$ Pe+'e'anan Pelat Atap
A B
A
A
A
500
500
660
B
C
D
A
A
500
500
E E
F
E
BEBAN TRIBUTARY EKIALEN PA#A PELAT ATAPD
Perataan Tri'utar% Area L!a6 Bentuk L+1 *#*. !rapesium 1 Segitiga 1 5#.. Keterangan : Segi !iga ( h_ !rapesium ( h_
= =
4+1 $#45 $#5.
h + 1 $#""% "#**4
( $2% 3 ) ("2%3)3((%3L$+&3)$2L$
BAL(K : + " Beban Mati B#s Pelat 1tap B#s Balok L" %525. B#s Spesi waterprooA B#s PlaAon
= = = =
$3"7**43.7"%3$&.. .7%53(.75.+.7"%3$&.. $3"7**43.7.%3$".. $3"#**43"9
= = = = `D" =
".&.#.. 5"9#.. $".#.. *.#.. "9$9#..
=
$3"7**43"5.
= `L" =
5..#.. 5..#..
`D$ =
"7%"9#49 &%*#9. $**#$ 4*#.9 $7.4#5
`L$ =
*%.% *%.%
Beban )idup
Beban )idup Pelat 1tap BAL(K 8$8 + Beban Mati B#s Pelat 1tap B#s Balok L$ %52*5 B#s Spesi B#s PlaAon
= = = =
$3$7""%3.7"%3$&.. .7%53(.7*5+.7"%3$&.. $3$7""%3.7.%3$".. $3$7""%3"9
= = = =
Beban )idup
Beban )idup Pelat 1tap
=
$3$7""%3"5.
=
3$0$0$ Pe+'e'anan Pelat Lantai
!i6
A
A
!i6
A
A
A
500
A B
500
B
660
D
C
F
E E E BEBAN TRIBUTARY EKIALEN PA#A PELAT LANTAID
Perataan Tri'utar% Area L!a6 Bentuk L+1 *#*. !rapesium 1 Segitiga 1 5#.. Keterangan : Segi !iga ( h_ !rapesium ( h_
500
500
= =
BAL(K :)// + 0 'e'an1 Beban Mati B#s Pelat Lantai B#s Balok L" %525. B#s Spesi
4+1 $#45 $#5.
h + 1 $#""% "#**4
( $2% 3 ) ("2%3)3((%3L$+&3)$2L$
= = = = =
$3"7**43.7"%3$&.. .7%53(.75.+.7"%3$&.. $3"7**43.7.%3$".. $3"7**43%. $3"#**43"9
= = = = = `D% =
"%"9#49 %".#9. E $".#.. E "..#.. D *.#.. "#59
Beban )idup Pelat lantai
=
$3"7**43$5.
= `L% =
9%%#%% 9%%#%%
BAL(K :)// + * 'e'an1 Beban Mati B#s Pelat Lantai B#s Balok L" %525. B#s Spesi B#s Keramik B#s# PlaAon
= = = = =
"3"7**43.7"%3$&.. .7%53(.75.+.7"%3$&.. "3"7**43.7.%3$".. "3"#**43%. = "3"#**43"9
= = = = = `D& =
*5#% %".#9. ".5#.. 5.#.. %.#.. "7"55#"
=
"3"7**43$5.
`L& =
&"*#*4 &"*#*4
= = = = = `D5 =
"%"9#49 &%*#9. $**#$ "$*#9" 4*#.9 $$$*
`L5 =
".5*#4" ".5*#4"
B#s# Keramik
B#s# PlaAon Beban )idup
Beban )idup
Beban )idup Pelat lantai
BAL(K 8)8/ + Beban Mati B#s Pelat Lantai B#s Balok L$ %52*5 B#s Spesi B#s Keramik B#s# PlaAon
=
= = = = =
$3$7""%3.7"%3$&.. = .7%53(.7*5+.7"%3$&.. = $3$7""%3.7.%3$".. $3$7""%3%. $3$7""%3"9
=
$3$7""%3$5.
Beban )idup
Beban )idup Pelat lantai
=
*&2+ *L2
*&1+ *L1
35/50
*&3+ *L3
35/50
*&3+ *L3
35/50
35/50
*&1+ *L1
*&5+ *L5 *&4+ *L4
*&4+ *L4
35/50
*&5+ *L5 *&4+ *L4
*&4+ *L4
*&3+ *L3
*&4+ *LL4
35/50
35/50
*&
35
35/50
35/65
35/50
3
35/50
35/65
35/65
*&
3
35/50
*&5+ *L5
*&4+ *L4
35/65
*&
35/50
35
M(#EL BEBAN GRAITASI BEBAN 4I#UP #AN BEBAN MATI1 PA#A P(RTAL A
Be'an Mati `D" `D$ `D% `D& `D5 Be'an 4i6up `L" `L$ `L% `L& `L5
= = = = =
"9$9#.. $.4#5 "#59 ""55#" $$$*
Kg2m Kg2m Kg2m Kg2m Kg2m
= = = = =
5..#.. *%.% 9%%#%% &"*#*4 ".5*#4"
Kg2m Kg2m Kg2m Kg2m Kg2m
*&2+ *L2
*&1+ *L1
*
$%&"% 35/50
$..$
*&3+ *L3
35/50
"%%5
*&3+ *L3
35/50
**4
*&3+ *L3
35/50
35/65
*&5+ *L5 *&4+ *L4 35/50
35/65
*&5+ *L5 *&4+ *L4 35/50
*&4+ *LL4
35/65
*&5+ *L5
35/50
*&4+ *L4 35/50
*&4+ *L4
35/50
*&4+ *L4
35/50
35/50
35/65
35/50
M(#EL BEBAN GRAITASI BEBAN 4I#UP #AN BEBAN MATI1 #AN BEBAN
.#5. .#*5 .#&. .#55 .#*.
m m m m m
1 400
2 550
3 550
4 400
5
"
h# $ 45 der. " h#
Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m
Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m
1 400
2 550
3 550
4 400
5
$ %& '
h' $1!3%"#"& $3" 2(4"#2% ! 2% )
$=2 %& = ala* 45 er.
Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m
Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m
Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m Kg2m
h' 2!3"#
/50
+ *L3
/50
+ *L3
/50
+ *L3
/50
3
&1+ *L1 35/50
*&3+ *L3
35/50
*&3+ *L3
35/50
*&3+ *L3
35/50
GEMPA PA#A P(RTAL AS 3
JURUSAN TEKNIK SIPIL UNMER MALANG
TUGAS BESAR MATA KULIAH TEKNIK GEMPA DAN STRUKTUR BET SEMESTER GENAP DAN SEMESTER GANJIL
NAMA
,
NIM
,
&OSEN PEMBIMB
,
I &ION+ TAB
D%ket&h'% st'kt' b&)')&) bet+) bet'&) 7 &)t&% seet% && &b&-&b& &) &t&-&t&
L1 A B
L1 B
L1
L2 C
D
L1 E
E
KEY PLAN PON&ASI BORE& PILE &AN TIE BEAM E D
L3
L1 A B
L1 B
L2 C
L1
L1 D
E E AI 2 KEY PLAN BALOK - KOLOM LANT LANTAI AI 1 &AN LANTAI LANT
E
D
L3
L1 A B
L1 B
L2 D
C
L1
L1 E
E E 6 KEY PLAN BALOK - KOLOM KOLOM LANTAI LANTAI 3 s/d LANTAI D
L3
L1 A B
L1 B
L2 C
L1
L1 D
E E KEY PLAN BALOK - KOLOM LANTAI . (ATAP) (ATAP) D
E
L3
L1 A B
L1 B
L2 C
L1 D
PORTAL AS ARAH X
E
E E D
DA*A(DA*A DESA+, 1. -eoetr/e $dala % $1 = .60 !.20 $2 = 5.!0 6.00 $ = 1.!0 1.60 B1 = !.00 !.60 B2 = !.!0 5.!0 B = 5.00 6.00 B! = 1.!0 1.60 "1 = 5.20 5.!0 "2 = .60 .80 " = .60 .80 "! = .60 .80 "5 = .60 .80 "6 = .60 .80 "7 = !.80 5.00 2. -eneral Data 3')s% B&)')&) $+k&s% B&)')&) T&)&h D&s& +)&s% S%ste St'kt' D&t& T&)&h- ST
!.80 6.60 1.80 5.00 6.!0 6.!0 1.80 5.60 !.00 !.00 !.00 !.00 !.00 5.20
5.!0 7.20 2.00 5.50 7.00 6.80 2.00 5.80 !.20 !.20 !.20 !.20 !.20 5.!0
4&tee) & Sek+&h R'&h S&k%t &&) &&) '&) &9&'& e&s Se&) $')&k S%ste R&)k& e%k' +e) (SR D%te)t'k&) ke'%&)
3. Set/on o Propert/e 't' Bet+) (& 't' B&<& T'&)&) $e)t' (& 't' B&<& T'&)&) e)ek&) (& 't' B&<& T'&)&) ese &) e&t (& D%&ete T'&)&) $e)t' ( D%&ete T'&)&) e)ek&) ( D%&ete T'&)&) ese ( C+?e C+)ete ( +t& 9&) D%es&%) (4s
:#; = :9 = :9; = :9s = D= f = f = ;; = ! B
0 00 275 2!0 16 10 8 !0 2 5 C
2 20 00 275 1> 12 10 !5 6 E
5 80 20 00 22 1 12 50 4 3
D+*A,A *a Bear *E,+ -EPA: 1. Res+) %)&%s e') &k%b&t beb&) e& be'& +e sh&e et&&) (e)&) ;& 2. Beb&) &te& t%& &)t&% b&)')&) &k%b&t beb&) e& e)&) ;&& %)&%s Sperpo . Beb&) &te& t%& &)t&% b&)')&) &k%b&t beb&) e& e)&) ;&& St&t%k Ek%?&e) e !. Beb&) &te& t%& &)t&% b&)')&) &k%b&t beb&) e& e)&) ;&& St&t%k Ek%?&e) e 5. Beb&) &?%t&s% (Beb&) &t% &) "%' set%& $&)t&% 6. &b& e+e&) St'kt' +t& e)&) Beb&)-beb&) 9&) beke<& && +t& *a Bear S*9*9 BE*, *A#A, -EPA 1. 4)&%s& st'kt' e') teh&& k+b%)&s% beb&) &t%, beb&) h%' &) beb&) e
2. . !. 5. 6. 7. 8.
e)')&k&) ;%?% e)%)ee%) s+:t@&e (S4, ST44D, ET4BS, sb &9&-&9& && DA && eee)-eee) b&+k &) k++ set& e&ks% eet&k&) s Des&%) t'&)&) e)t' eee) e&t &)t&% Des&%) t'&)&) e)t' &) t'&)&) ese eee) b&+k Des&%) t'&)&) e)t', t'&)&) e)ek&) &) t'&)&) ese eee) k++ Des&%) kek'&t&) +)&s% e') e)')&k&) t%&) &);&) &t&' t%&) b+ (b+e % Des&%) t'&)&) t%e be& &) %e ;& +)&s% Det&% E)%)ee%) Des%) (DED D&@%)
eeren/ 9taa nt= Dea/n: 1. SA-0-1726-2012, T&t& C&& ee);&)&&) et&h&)&) e& ')t'k B&)')&) e') 2. SA-0-28!7-201, es9&&t&) Bet+) St'kt'& ')t'k B&)')&) e')
N TAHAN GEMPA
be%k't
6
B1 5
B2 4
B2 3
B1 2
B3
1
F
B4 6
B1 5
B2 4
B2 3
B1 2
B3
B4
L3 F
1
B4 6
B1 5
B2 4
B2 3
B1 2
B4
L3 F
B4 6
B1 5
B2 4
B2 3
B1 2
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