Teknik Gempa

TUGAS TEKNIK GEMPA 2)

%)3%)

%)3)1 41341

)1341

2&

%)3)1

%)3%) 41341

)1341 27 %)3)1 )1341

41341

2(

2(

2%

%)3)1

%)3%)

%)3)1 )1341

41341

41341

)1341

%)3)1 41341

27

)1341

2)

24

411

711

411

P>!TAL A!A ? + DATA UMUM: Kegunaan Bangunan Lokasi Bangunan Sistem Stuktu Tanah Pondasi Dasa Pan$ang Bangunan L Le'a Bangunan B *aak anta Potal Aah + Modulus Elas,sitas Beton Pece-atan Ga.itasi

: : : : : : : : :

Pusat Telekomunikasi Kota Banda Aceh Sistem !angka Pemikul Momen Khusus "S!PMK Tanah Sedang %& m () m & m % < (1= kg3m= /01 cm3det=

Be'an : Be'an 2( s3d 24 "sudah temasuk 'eat sendii5 'e'an ma,5 dan 'e'an ma,# 6 7 L( 6 2( t3m8 6 % L% 6 2% t3m8 6 %9) L7 6 27 t3m8 6 (9) ( 6 2& t3m8 6 % % 6 2) t3m8 6 ( 7 6 24 t3m8 Ditan;a :

4 7 4 4 ) &

m m m m m m

(9 !es-on dinamis gedung aki'at 'e'an gem-a 'eu-a mode sha-e getaan "dengan "dengan caa ol@ %9 Be'an Be'an latea lateall ,a,a- lantai lantai 'angunan 'angunan aki'at aki'at 'e'an gem-a dengan dengan caa caa dinamis dinamis Su-e-o Su-e-osisi sisi M 79 Be'an lateal lateal ,a- lantai 'angunan aki'at 'e'an gem-a dengan caa caa sta,k eki.alen eki.alen menuu &9 Be'an lateal lateal ,a- lantai 'angunan aki'at 'e'an gem-a dengan caa caa sta,k eki.alen eki.alen menuu

Penyelesaian: (9 >LE! >LE! A. PERHITUNGAN BERAT DAN MASSA LANTAI Lantai ( ( 6 "2( < L(# F "2% < L%# F "2( < L7# 6 m( 6 (3g 6 "&% < (111#3 /01 6 Lantai % % 6 "27 < L(# F "2& < L%# F "27 < L7# 6 m% 6 %3g 6 "7&5) < (111#3 /01 6 Lantai 7 7 6 "2) < L(# F "24 < L%# F "2) < L7# 6 m7 6 73g 6 "&% < (111#3 /01 6

&% &%904

ton kg9det=3cm

7&9)1 7)9%1

ton kg9det=3cm

%C %C9))

ton kg9det=3cm

Beat Total Lantai t 6 (F%F7 6

(179) to ton

B. MENENTU*AN *E+EPATAN SUDUT I Kolom = (1/12) * b * h3 I - 50/60 = (1/12)*50*60 3

=

900000 cm4

I - 60/60 = (1/12)*60*60 3

=

1080 108000 000 0 cm4 cm4

E

=

200000 kg/cm2

k( ? )1341 )1341 6 "(%EI# 3 " 3# 6 k( ? 41341 41341 6 "(%EI# 3 " 3# 6

"(%%(15/11111# 3 "411# 3 = "(%%(15(101111# 3 "411# 3 =

k( 6

"(& (1111# F "(&(%111# 6

k(?)1341 F k(?41341 6

k% ? )1341 )1341 6 "(%EI# 3 " 3# 6 k% ? 41341 41341 6 "(%EI# 3 " 3# 6

"(%%(15/11111# 3 ")11# 3 = "(%%(15(101111# 3 ")11# 3 =

k% 6

"(& (C%01# F "(&%1C74# 6

k%?)1341 F k%?41341 6

k7 ? )1341 )1341 6 "(%EI# 3 " 3# 6 k7 ? 41341 41341 6 "(%EI# 3 " 3# 6

"(%%(15/11111# 3 "&11# 3 = "(%%(15(101111# 3 "&11# 3 =

k7 6

"(& 77C)1# F "(&&1)1# 6

k7?)1341 F k7?41341 6

(1111 (%111 710111 (C%01 %1C74 )7%%%& 77C)1 &1)11 (17/)11

Iteasi dengan ta'el ol@e dengan mengam'il haga H sem'aang dan iteasi dihen,kan saat -e-indahan + -ada tum-uan "lantai 'aHah# 6 1 Mode Shape 1: Dicoa : 1) 1 ,

!".1#1

$%ad&de'()

(9 !es-on dinamis gedung aki'at 'e'an gem-a 'eu-a mode sha-e getaan "dengan "dengan caa ol@ %9 Be'an Be'an latea lateall ,a,a- lantai lantai 'angunan 'angunan aki'at aki'at 'e'an gem-a dengan dengan caa caa dinamis dinamis Su-e-o Su-e-osisi sisi M 79 Be'an lateal lateal ,a- lantai 'angunan aki'at 'e'an gem-a dengan caa caa sta,k eki.alen eki.alen menuu &9 Be'an lateal lateal ,a- lantai 'angunan aki'at 'e'an gem-a dengan caa caa sta,k eki.alen eki.alen menuu

Penyelesaian: (9 >LE! >LE! A. PERHITUNGAN BERAT DAN MASSA LANTAI Lantai ( ( 6 "2( < L(# F "2% < L%# F "2( < L7# 6 m( 6 (3g 6 "&% < (111#3 /01 6 Lantai % % 6 "27 < L(# F "2& < L%# F "27 < L7# 6 m% 6 %3g 6 "7&5) < (111#3 /01 6 Lantai 7 7 6 "2) < L(# F "24 < L%# F "2) < L7# 6 m7 6 73g 6 "&% < (111#3 /01 6

&% &%904

ton kg9det=3cm

7&9)1 7)9%1

ton kg9det=3cm

%C %C9))

ton kg9det=3cm

Beat Total Lantai t 6 (F%F7 6

(179) to ton

B. MENENTU*AN *E+EPATAN SUDUT I Kolom = (1/12) * b * h3 I - 50/60 = (1/12)*50*60 3

=

900000 cm4

I - 60/60 = (1/12)*60*60 3

=

1080 108000 000 0 cm4 cm4

E

=

200000 kg/cm2

k( ? )1341 )1341 6 "(%EI# 3 " 3# 6 k( ? 41341 41341 6 "(%EI# 3 " 3# 6

"(%%(15/11111# 3 "411# 3 = "(%%(15(101111# 3 "411# 3 =

k( 6

"(& (1111# F "(&(%111# 6

k(?)1341 F k(?41341 6

k% ? )1341 )1341 6 "(%EI# 3 " 3# 6 k% ? 41341 41341 6 "(%EI# 3 " 3# 6

"(%%(15/11111# 3 ")11# 3 = "(%%(15(101111# 3 ")11# 3 =

k% 6

"(& (C%01# F "(&%1C74# 6

k%?)1341 F k%?41341 6

k7 ? )1341 )1341 6 "(%EI# 3 " 3# 6 k7 ? 41341 41341 6 "(%EI# 3 " 3# 6

"(%%(15/11111# 3 "&11# 3 = "(%%(15(101111# 3 "&11# 3 =

k7 6

"(& 77C)1# F "(&&1)1# 6

k7?)1341 F k7?41341 6

(1111 (%111 710111 (C%01 %1C74 )7%%%& 77C)1 &1)11 (17/)11

Iteasi dengan ta'el ol@e dengan mengam'il haga H sem'aang dan iteasi dihen,kan saat -e-indahan + -ada tum-uan "lantai 'aHah# 6 1 Mode Shape 1: Dicoa : 1) 1 ,

!".1#1

$%ad&de'()

No-o%

-a -assa

-73

%

 

$(d9( 3&c-)

(1 )

(2 )

7

%C9))(1%

(

7)9%1&10 &%90)C(&

$()

$()

$c-)

(3 )

(4 )

$2)

(6 )

( 7)

47/1&91/

(911

47/1&91/ 47/1&91/

1914(

(&1)7/9)1

19%4

%1C)0)9&4

194C

0(4))9%7 //&1497C

19/7/ 194C&

-a -assa

121."21 3

4C1&)9/4

-7

$%ad&de'() %

/I%

0%

%

$-73 8 % )

-assa  

$(d9( 3&c-)

(1 )

(2 )

7

%C9))(1%

(

C447)9&(

19111

Mode Shape 3: Dicoa : )3 ,

%

%

$c-) $c

1

No-o%

0%

$-73 8 % )

-assa

%

/I%

7)9%1&10 &%90)C(&

$c-) $c

$()

$()

$c-)

(3 )

(4 )

$2)

(6 )

( 7)

47)%/(9&&

(911

47)%/(9&& 47)%/(9&74

194(

/)1/&&91%

(9C/

?&71&/(90&

?(9&1

0((C4(9%0 /00%7(9(%

1

1970/ ?(97/0

7()4)%9)0 ?(70(&7)9/

19111

Mode Shape 4: Dicoa : No-o%

)4 , -a -assa

35#.5#6

$%ad&de'()

-73

%

 

$(d9( 3&c-)

(1 )

(2 )

% (

0%

%

$-73 8 % )

-assa

7

/I%

(3 )

%C9))(1% %((1&7C9/1 7)9%1&10 %4/44C194) &%90)C(& 7%0%/179&1

1

$c-) $c

$()

$()

$c-)

(4 )

$2)

(6 )

( 7)

(911

%((1&7C9/ %((1&7C9/

%917

?44CC009/&

?(9%)

4/(%49/4

19%%

?(9171 19%%&

?%CC0%%490 C74/()9/(

19111

(511

15/70

(511

1570/

?(5171

154C&

M>DE (

?(57/0

M>DE %

Lt 7

&11

Lt %

)11

Lt ( 411

Dasa Pondasi

#

 

e#9 de "!eensi Gem-a: El?cento5 dum-ing a,o %1# SNI (C%4 ? %11% SNI (C%4 ? %1(%

kg3cm kg3cm kg3cm kg3cm kg3cm kg3cm kg3cm kg3cm kg3cm

(511

15%%&

>DE 7

ANALISA GAA LATERAL DENGAN +ARA DINAMIS RESP $SUPERPSISI MDAL)

DATA: (9 Matiks Masa9

M

1. 71 ,

m7 1 1

1 m% 1

!".1#1

$%ad&de'()

6

(9111 19/7/ 194C&

a7( a%( a((

1 1 m(

6

%C9))( 1 1

1 7)9%1& 1

3. 73 ,

121."21

$%ad&de'()

6

(911 1970/ ?(97/0

a7% a%% a(%

1 1 &%90)C

PRSEDUR : (9 Menentukan Massa Nomalisasi MnJ

MnJ 6 aJT  MJ  aJ

n 6 nomo mode

M(

6

m7 < a7(% F m% < a%(% F m( < a((%

6

C091)4

M%

6

m7 < a7%% F m% < a%%% F m( < a(%%

6

((494%(

M7

6

m7 < a77% F m% < a%7% F m( < a(7%

6

4C91C4

%9 Menentukan n J 6 nJT  MJ

n 6 nomo mode

(

6

m7 < a7( F m% < a%( F m( < a((

6

0/9&/4

%

6

m7 < a7% F m% < a%% F m( < a(%

6

?(0944/

7

6

m7 < a77 F m% < a%7 F m( < a(7

6

19/1%

79 Menentukan nilai "n#ma< "n#ma< 6

n  Sd

n 6 nomo mode

Mn Mengunakan !es-on S-ektum Untuk Gem-a El ento Tahun (/&1  "Dam-ing !asio# 6 %1 6 15%

aga  T 6 "%O3#

Sd "cm#

S. "cm3dtk#

Sa "cm3dtk#

aga  T 6 "%O3# &09(4(

19(7

()(90)( %C49C4/

191& 191%

(ma< 6 %ma< 6 7ma< 6

Sd "cm# 19(%)

S. "cm3dtk# 491%1

Sa "cm3dtk# %0/9/7)

19111

19111

19111

Sa , ;3
19111

19111

19111

S= , ;
(89,482 / 78,036) * 1,5 (-18,669 / 116,619) * 0,125 (0,903 / 67,077) * 0,007

*e9 :

19(&7 19111 19111

&9 Menentukan Pe-indahan Tia- Lantai +nJ

[Yn] = [an]. [Zn]  y31 y21  y11

Mode 1 :

[Y1] =

Mode 2 :

 y32 [Y2] = y22  y12

Mode 3 :

 y33 [Y3] = y23  y13

Perpindahan an!a" 3 :Y3 an!a" 2 :Y2 an!a" 1 :Y1

15(&7

=

1.000 0.939 0.674

*

0.143

=

=

1.000 0.389 -1.398

*

0.000

=

=

1.000 -1.030 0.224

*

0.000

=

Setiap Lantai: (Sums Square Quadratic) = ((y31) 2#(y32)2#(y33)2)0.5 = ((1,720)2#(-0,020)2#(0,00009) 2)0.5 = = ((y21) 2#(y22)2#(y23)2)0.5 = ((1,614)2#(-0,008)2#(-0,00010)2)0.5 = ((y11) 2#(y12)2#(y13)2)0.5 = ((1,160)2#(0,028)2#(0,000002) 2)0.5

(5C%1

(5C%1

15(7)

(54(&

(54(&

151/C

(5(41

(5(41

411

711

411

6. Menghtung Gaya Inersia (FIn) : Gaya Lateral setiap Lantai %&n = ['] . [an] . [n/Mn*] . (n# 9 "S.n#

Mode 1 :

%&1 =

$"31 $"21 $"11

Mode 2 :

%&2 =

$"32 $"22 $"12

Mode 3 :

%&3=

$"33

=

27.551 0.000 0.000

0.000 35.204 0.000

0.000 0.000 42.857

=

28 33 29

*

332

=

27.551 0.000 0.000

0.000 35.204 0.000

0.000 0.000 42.857

*

1 0.939 0.674

6

9158.85 10983.5296 9609.15

*

1.000 0.389 -1.398

%C9))(

=

(7940/

19111

*

1

6

?)/9/1/

=

19111

%C9))(

19111

19111

19111

7)9%1&

19111

19111

19111

&%90)C

%C9))(

19111

(9111

*

?(9171 19%%&

19111

$"33 $"23 $"13

%C9))(

=

19111

?749%4/

*

6

1

/94%1

19111

. Gaya Lateral !iap Lantai (Sums Square Quadratic) an!a" 3: %&3 = (($"31)2#($"32)2#($"33)2)0.5 an!a" 2: %&2 = (($"21)2#($"22)2#($"23)2)0.5 an!a" 1: %&1 = (($"11)2#($"12)2#($"13)2)0.5 2)

2&

%)3)1

%)3%) 41341

2( 12>2#" 9on

41341

27

)1341

41341 2%

%)3)1

%)3%) 41341

41341

)1341

411

((14383,195) ((17247,717) ((15084,245)

%)3%) 41341

)1341

15>35? 9on

= = =

24

%)3)1

1!>!63 9on

19111

711 P>!TAL A!A ? +

 

SPE*TURM

4. 74 ,

a77 a%7 a(7

35#.5#6 $%ad&de'()

6

(911 ?(9171 19%%&

0.143 0.135 0.097 0.000 0.000 0.000 0.000 0.000 0.000

=

0.143 ' 0.135 ' 0.097 '

Lt 7

&11

Lt %

)11

411

Dasa Pondasi

*

1.147

*

*

-0.1601

*

*

191(7

*

&09(4(

()(90)(

%C49C4/

*

491%1

*

1

*

1

#(-1771,914)2#(116,448) 2)0.5 = #(-880,412)2#(-153,296)2)0.5 = 2 #(3852,973)2#(40,666) 2)0.5 =

9159 10984 9609

  

2) Lt 7

%)3)1 )1341

&11

27 Lt % %)3)1 )1341

)11

2( Lt (

%)3)1 )1341

411

Dasa Pondasi

411

9.158854 Ton 10.98353 Ton 9.609151 Ton

". Menentu#an $%ne Gempa +a'a 2.1 & 1726 - 2002

o!a anda e

:

Zone +e'a 4

&. Menghitung 'a#tu Getar ! aa 5.6 & 1726-2002:  = !"n" annan = 15.00 '  = 0,03*3/4 =

0,03*(15)3/4

d"'ana:   ;*n ; = d"!en!an da" ae 8 n = <'a !"na! = Zone +e'a 4 T

0.23

ae 8 :  

;*n 0.51

=

0.2286597

3 ;

......

=

0.17

. Menentu#an %e*isien Gempa +asar , : >"!an 3 da!a n! 'enen!annya ya"!: ond"" !ana onda", e"ode +e!aan , ?one e'a dan naan +a'a 2 & 1726-2002

G-r &. esp%n Spe#trum Gempa encana 'ilayah /

ana onda": ana ea = 0.23 Zone +e'a: Zone 4

+ 2: @ =

0.0

/. Fa#t%r eutamaan I : >"!en!an denan 'e'ea!"an $n" edn yan d"enanaan dan naan ae 1 & 1726-2002

>a" ae 1, $n" a! !eeo'

"./

1. Menentu#an Fa#t%r 2enis Stru#tur  : >"!en!an denan 'e'ea!"an "!e' !! edn yan d"enanaan dan naan ae 3 & 1726-2002

"!e' Aana e'" Mo'en  AM e!on e!an

6. Menghitung Gaya Gempa +asar 4 : aa 6.1.2 & 1726-2002:  B = ( @ * & * C! ) / A = (0,70*1,4*103500 ) / (8,5)

ae 3: A =

=

3.1

""5 

. +istri-usi Gaya Gempa +asar 4 Menadi Gaya Lateral !iap Lantai Fi aa 6.1.3 & 1726-2002:

on!o :

on!o : a y : D/ = 15/15 a F : D/ = 15/24

= =

1.00 0.63

 

3.00 3.00

E E

+ita-el#an Se-agai 7eri#ut : Lantai 7erat !inggi

'i8hi

Fi

Fi9

Fiy

'i (#g)

hi (m)

(#gm)

(#g)

(#g)

(#g)

27000 34500 42000 103500

15 11 6

a G = Y : +aya a!ea "a an!a" Men
3 2 1 

405000 379500 252000 1036500

I'a o!a a - G I'a o!a a - y

4662.65 1165.66 666.09 4369.08 1092.27 624.15 2901.21 725.30 414.46

= =

4 7

Gaya7e-an Lateral !iap Lantai ;#i-at 7e-an Gempa

1165.66 1092.27 725.30 !??

!??

B A

B

!??

C

!??

!??

D

!??

E

PRTAL AS ARAH @ 

G

F E E D

L9 4

666 !??

L9 3

624 2??

414

L9 1

L9 1

414 #?? #??

B 1

4??

2

L9 Dasa%

#??

3

PRTAL AS ARAH @ 

4

L9 4 !??

L9 3 2??

L9 1 #??

L9 Dasa%

G;<; L;!=;L S=!I;P L;>!;I ;I7;! 7=7;> G=MP; +=>G;> ,;; S 7=+;S;;> S>I "&6?&0"& ". Menetap#an ateg%ri esi#% 7angunan

>a" ae 1: A'a a"! 'aa !e'a a!eo &. Menentu#an Fa#t%r eutamaan Gempa@

I4

I  e 

>a" ae 2 dan a!eo" Ae"o &B 'aa: %a!o e!a'aan +e'a: . Menentu#an parameter resp%n spe#trum percepatan gempa Ss dan S" aa'e!e Aeon e!' eea!an e'a ada e"ode ende ( ) dan e"ode edaaan oa" o!a !e'a! annan dan e!a +e'a

Gambar 9: Peta Gempa Untuk S Ds

Gambar 10: Peta Gempa Untuk S 1

>a" +a'a 9 dan 10, n! oa" o!a anda e :

 =

/. Menentu#an %e*isien Situs Fa dan FB  >"!an '"n"'a 2 da" 3 da!a y"! B, ! dan . B = eea!an a'a! eo'an e'a ('/) ! = daya dn !ana onda" da"  !e!  = a! ee n"a" (nda"ned) !ana onda" da" d"e! ea !e! !a-el : lasi*i#asi Situs (L%#asi)

>a" +a'a 3, ae 4, ae 5, d"daa!:

%a = 1.60

1. Menentu#an parameter resp%n spe#trum percepatan gempa +esain S+S dan S+" aa'e!e eea!an e!' dea"n . >.  dan . >1  d""!n denan e. (") dan ("") ( n"a" M dan M1 d""!n denan ea'aan (""") dan ("J) (& aa 6.2).

M = %a F  

=

1,60 F 1,50 =

2.40

M1 = %J F  1

=

2,40 F 0,50 =

1.2

= =

(2/3)F2,40 = (2/3)F1,2 =

> = 2/3 M >1 = 2/3 M1

6. Menentu#an ateg%ri +esain seismi# (+S) a!eo" e"o annan > = 1.60 >1 = 0.80

Dai Ta'el 7 dan Ta'el & dida-at:

1.60 0.80

=

> =

1.25

+

I"a da" 2 !ae d" a!a a"nya eeda, 'aa d"a'" yan L!eea!. M"any !a" da" !ae eda a"nya >, 'aa yan d"aa" adaa >.

. Menentu#an %e*isien M%di*i#asi esp%ns  oe$""en 'od"$"a" eon, A, ea"!an denan da!""!a enana !!. "a"n e"o annan, n"a" > dan >1 dan "!e' !!. "a" A "n" daa! d"!e!aan da

>a" ae 9, "!e' Aana e'" Mo'en , d"daa!:

 C

3. Menghitung Peri%de Fundamental Per#iraan !a   "a" 9 a  "n" "a d""!n denan ea'aan (J) (& aa 7.8.2.1) denan !ee" da

dan G da" ae 15.

"!e' e!on e'" Mo'en @! = 0.0466 D = 15.00 ' G = 0.9 a = @! F n  G =

0.1

5. Menghitung %e*isien esp%n Seismic (,) & aa 7.8.1.1.

>1 >  A &e

=

0.80

= = = =

1.60 0.533 8 1.25

@

=

> ( A / &e )

=

0.250

Cs

=

#D1

=

0.234

=

0.088

0.250

N

T * ($ / I%) Cs

= 0"044S DS I e

≥

0.01

0.250 d"aa"

@ =

0.&/

"0. Menghitung Gaya Gempa +asar 4 & aa 7.8.1

V = Cs x ! = 0"156 x 103500 =

24265



"". +istri-usi Gaya Gempa +asar 4 Menadi Gaya Lateral !iap Lantai Fi :

....  N

a = @! F n  G =

0.1

on!o : a y : D/ = 15/15 a F : D/ = 15/24

= =

=

1.5

1.00 0.63

 

3.00 3.00

'i8hi

Fi

Fi9

Fiy

(#g) 2762 2217 1087

(#*) 1579 1267 621

E E

a G = Y : +aya a!ea "a an!a" Men
'i (#g) 27000 34500 42000 103500

hi (m) 58 36 15 O"*"

I'a o!a a - G

4

I'a o!a a - y

7

(#gm) 1568558 1258659 617271 3444489

(#g) 11050 8867 4348

Gaya Lateral Setiap Lantai ;#i-at 7e-an Gempa %C4%

%%(C (10C !??

!??

B A

B

C

!??

!??

!??

D

PRTAL AS ARAH @ 

!??

F

E E E D

L9 4

1579 !??

L9 3

1267 2??

L9 1

621 #??

L9 Dasa%

G

#??

B 1

2

3

PRTAL AS ARAH @ 

4

;!I =I4;L=>

&e =

".&1

1 de!" (1) d"!en!an

1.50

1 =

0.50

%J = 2.40

& aa 6.3) denan

a da" !ae e!a'a a"nya @,

a ean!n ada a!eo" " & ae 9 (& aa 7.2.1)

3

 'enen!an @ ! dan

0.234 .... 

0.088 .... 

=0,5

=1

=0.56

=2