TB Betonku NEW

8/16/2019 TB Betonku NEW

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Penentuan Asumsi Awal Dimensi Balok

Bentang (L) = 5000 mm

Tinggi balok rencanah = 1/12L s/d 1/8L

= 41666! s/d 625 mm

Lebar balok rencanab = 1/2h s/d 2/"h

= 250 s/d """""" mm

#s$msi a%al dimensi balok& kolom dan data 'embebanan

#s$msi balok = "0 50 cm#s$msi kolom = 50 50 cm

ata 'embebanan * Tebal s'esi = " cm

Berat 'la+ond = 18 kg/m2Beban g$na = 250 kg/m2

,$t$ beton (+c-) = 22 ,'a 220 kg/cm2,$t$ ba.a (+) balok dan kolom ($lir) = "20 ,'a "200

,$t$ ba.a (+) 'elat ('olos) = "00 ,'a "000

,enent$kan tebal 'elat (h)

elat = 5000 5000 mm

ln = L b= 4!00 mm

ln = L b= 4!00 mm

3 = lnln

= 1 2 dig$nakan

Tebal minim$m 'elat (hmin)

hmin =

= 1058"! mm= 10584 cm

ln〖 (08 +/1500)〗 /("63)


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Tebal minim$m 'elat (hma)

hma =

= 1"226 mm= 1"2"0 cm

,aka diambil tebal 'lat ait$ = 1" cm

otongan # # dan (Balok L)"00 mm

1 "!0 mm 500 mm

2 1"0 mm

be

an.ang be *

be1 = 1/12 7 Lo = "166! mmbe2 = 6 7 h+ = !80 mmbe" = 1/2 7 bo = 2"50 mm

iambil be terkecil = "166! mm= "16! cm

,enghit$ng titik berat

erhit$ngan m

ln〖 (08 +/1500)〗 /"6


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9 =

= 2"6"8 cm (dari ba%ah)

maka * d1 = 1 9 = !862 cm

d2 = 9 2 = 51"8 cm

momen inersia balok

: =

= !5!!"244 "86""1= 11441256" cm4

momen inersia 'lat 'ot # # dan

lebar 'lat = 5000 mmlebar 'lat g ditin.a$ = 4!00 mm= 4!0 cm

momen inersia =

= 860416!

1&2 =

= 1""0

otongan B B dan ; ; (Balok T )

1"0 mm

500 mm "!0 mm

"00 mmbe

an.ang be *

be1 = 1/4 7 Lo = 11!5 mmbe2 = 8 7 h+ = 1040 mmbe" = 1/2 7 bo = 2"50 mm

iambil be terkecil = 11!5 mm= 11!5 cm

,enghit$ng titik berat

(#1


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9 =

= 2!28 cm (dari ba%ah)

maka * d1 = 1 9 = 155!2 cm

d2 = 9 2 = 428 cm

momen inersia balok

: =

= "180!2" 12285"054= 514!4"!!! cm4

momen inersia 'lat 'ot B B dan ; ;

lebar 'lat = 5000 mmlebar 'lat g ditin.a$ = 4!00 mm= 4!0 cm

momen inersia =

= 860416!

"&4 =

= 582

m =

= "656

;@ABerdasarkan erat$ran (?C: 201")

Berdasarkan cek ketebalan 'lat desain

h =

= 8!28 mm

h desain = 120 mm h minimal = 8!28 mm

?ehingga di'eroleh m rata rata ait$ =

$nt$k m D 2& maka tebal 'lat minimal 120 mm$nt$k m 2& maka tebal 'lat minimal 0 mm

(#14)/4

(ln (08 +/1500))/("653(E012(11/3)) )


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,aka diambil h = 500 mm

,aka diambil b = "00 mm

kg/cm2kg/cm2

t%o %a slab


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FA


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elat #iketah$i *

tebal 'lat = 12 cm

tebal s'esi = " cmtegel keramik = 24 kg/m2

berat 'la+on = 18 kg/m2beban g$na = 250 kg/m2

+c- = 22 ,'a 220 kg/cm2+ = "00 ,'a "000 kg/cm2

5m

5 merhit$ngan 'lat

GT%o Ha ?labGembebananBeban ,ati ()

'lat = 288 kg/m2s'esi = 6" kg/m2

keramik = 24 kg/m2'la+on = 18 kg/m2

= "" kg/m2

Beban Iid$' (L)beban g$na = 250 kg/m2

beban ber+aktor (J) = (12)(16L)= 8!16 kg/m2

?tatika'lat lantai $k$ran 5 m 5 m

3 = ln 1ln

lml = () mt = 0001 7 H$ 7 (l2) 7

= 6"1"1 kgm l ml = () mt = 0001 7 H$ 7 (l2) 7

= 6"1"1 kgm

#


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en$langanKmin = 14/+

= 00046!

d = 0 mm

b = 1000 mm = 08

Kmaks =+ 600+

= 00"1

la'angan ,$ = 6"1"1 kgmMn = ,$

b d2

= 10!0

H == 0050

K = (H)7(+c-/+)= 000"6!

#s = K7b7d= ""06 cm2 dig$nakan t$langan b

T$m'$an (dib$at sama dengan la'angan )#s = ""06 cm2

0002 b h= 240 cm2 dig$nakan t$langan at

dig$nakan t$langan b

La'angan ,$ = 6"1"1 kgm

Mn = ,$ b d2

= 10!0

H == 0050

K = (H)7(+c-/+)

0!5 085 +c- 3 600

085 7 (1((12"5"Mn)/(+c-)) N)

Kmin (00046!) di'akai K hit$ng

#sO =

085 7 (1((12"5"Mn)/(+c-)) N)


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= 000"6!"84


T$m'$an (dib$at sama dengan la'angan )

#s = ""06 cm20002 b h

= 240 cm2 dig$nakan t$langan at



#sO =


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mener$s


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%ah = P 6 80= "5" cm2

as (bagi) = P 6 115= 246 cm2

%ah = P 6 80= "5" cm2


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%ah = P 6 80= "5" cm2

as (bagi) = P 6 115= 246 cm2

%ah = P 6 80= "5" cm2


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elat #iketah$i *

tebal 'lat = 12 cm



+c- = 22 ,'a 220 kg/cm2+ = "00 ,'a "000 kg/cm2

5m

6 merhit$ngan 'lat




= "" kg/m2




3 = ln 1ln

lml = () mt = 0001 7 H$ 7 (l2) 7

= 6"1"1 kgm l ml = () mt = 0001 7 H$ 7 (l2) 7

= 6"1"1 kgm

#


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= 00046!

d = 0 mm

b = 1000 mm = 08

Kmaks =+ 600+

= 0026

la'angan ,$ = 6"1"1 kgmMn = ,$

b d2

= 10!0

H == 0050

K = (H)7(+c-/+)= 000"6!


T$m'$an (dib$at sama dengan la'angan )#s = ""06 cm2




Mn = ,$ b d2

= 10!0

H == 0050

K = (H)7(+c-/+)

0!5 085 +c- 3 600

085 7 (1((12"5"Mn)/(+c-)) N)


#sO =

085 7 (1((12"5"Mn)/(+c-)) N)


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= 000"6!"84

#s = K7b7d= 4200 cm2 dig$nakan t$langan b


#s = 4200 cm20002 b h



D Kmin (00046!) di'akai Kmin

#sO =


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mener$s


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%ah = P 8 150= ""5 cm2

as (bagi) = P 6 115= 246 cm2

%ah = P 8 150= ""5 cm2


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%ah = P 8 115= 4"! cm2

as (bagi) = P 6 115= 246 cm2

%ah = P 8 150= ""5 cm2


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elat #iketah$i *

tebal 'lat = 12 cm



+c- = 22 ,'a 220 kg/cm2+ = "00 ,'a "000 kg/cm2

5m

" merhit$ngan 'lat




= "" kg/m2



?tatika'lat lantai $k$ran " m 5 m

3 = ln 1!40!41ln

lml = () mt = 0001 7 H$ 7 (l2) 7

= 11"565 kgm l ml = () mt = 0001 7 H$ 7 (l2) 7

= 6"1"1 kgm

#


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= 00046!

d = 0 mm

b = 1000 mm = 08

Kmaks =+ 600+

= 0054

la'angan ,$ = 11"565 kgmMn = ,$

b d2

= 1!5"

H == 0084

K = (H)7(+c-/+)= 000615

#s = K7b7d= 55"2 cm2 dig$nakan t$langan b

T$m'$an (dib$at sama dengan la'angan )#s = 55"2 cm2




Mn = ,$ b d2

= 10!0

H == 0050

K = (H)7(+c-/+)

0!5 085 +c- 3 600

085 7 (1((12"5"Mn)/(+c-)) N)


#sO =

085 7 (1((12"5"Mn)/(+c-)) N)


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= 000"6!"84

#s = K7b7d= 4200 cm2 dig$nakan t$langan b


#s = 4200 cm20002 b h



D Kmin (00046!) di'akai Kmin

#sO =


36/84

mener$s


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%ah = P 10 140= 561 cm2

as (bagi) = P 6 115= 246 cm2

%ah = P 10 140= 561 cm2


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%ah = P 8 115= 4"! cm2

as (bagi) = P 6 115= 246 cm2

%ah = P 8 115= 4"! cm2


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GT%o Ha ?labG

iketah$i *tebal 'lat = 12 cm



+c- = 22 ,'a 220 kg/cm2+ = "00 ,'a "000 kg/cm2

beban h$.an = 5 cm (tinggi air h$.an)

embebananBeban ,ati ()

'lat = 288 kg/m2

s'esi = 6" kg/m2'la+on = 18 kg/m2 = "6 kg/m2


air h$.an = 50 kg/m2L = "00 kg/m2

beban ber+aktor (J) = (12)(16L)= 228 kg/m2


3 = ln 1ln

lml = () mt = 0001 7 H$ 7 (l2) 7

= !""84! kgm

l ml = () mt = 0001 7 H$ 7 (l2) 7 = !""84! kgm


= 00046!

d = 0 mm


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b = 1000 mm = 08

Kmaks =+ 600+

= 00"1

la'angan ,$ = !""84! kgmMn = ,$

b d2= 11"2

H == 005"

K = (H)7(+c-/+)

= 000"0

#s = K7b7d= "50! cm2 dig$nakan t$langan ba

T$m'$an (dib$at sama dengan la'angan )#s = "50! cm2

0002 b h= 240 cm2 dig$nakan t$langan ata

dig$nakan t$langan ata

La'angan ,$ = !""84! kgmMn = ,$

b d2= 11"2

H == 005"

K = (H)7(+c-/+)= 000"8684

#s = K7b7d= "50! cm2 dig$nakan t$langan ba


0!5 085 +c- 3 600

085 7 (1((12"5"Mn)/(+c-)) N)


#sO =

085 7 (1((12"5"Mn)/(+c-)) N)



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#s = "50! cm20002 b h

= 240 cm2 dig$nakan t$langan ata

dig$nakan t$langan ba

#sO =


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?tatikamener$s 'lat lantai $k$ran

l


= 00046!

d = 0


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b = 1000 = 08

Kmaks =+

= 0026

la'angan ,$ = 10!"44Mn = ,$

b d2= 1666

H == 00!

K = (H)7(+c-/+)

= 000582

#s = K7b7d ah = P 8 140 = 5242

= "5 cm2 T$m'$an (dib$at sa

#s = 52420002 b

s = P 6 115 = 240= 246 cm2

s (bagi) = P 8 140= "5 cm2

La'angan ,$ = !""84!Mn = ,$

b d2= 11"2

H == 005"

K = (H)7(+c-/+)= 000"8!

#s = K7b7d ah = P 8 140 = "50!

= "5 cm2 T$m'$an (dib$at sa

0!5 085

085 7 (1((

#sO =

085 7 (1((


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#s = "50!0002 b

s (bagi) = P 6 115 = 240= 246 cm2

ah = P 8 140= "5 cm2

#sO =


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6 m 5 m

3 = ln 1ln

lml = () mt = 0001 7 H$ 7 (l2) 7

= 10!"44 kgm

ml = () mt = 0001 7 H$ 7 (l2) 7 = !""84! kgm

mm


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mm

600+

kgm

cm2 dig$nakan t$langan ba%ah ==

a dengan la'angan )cm2hcm2 dig$nakan t$langan atas =

=dig$nakan t$langan atas (bagi) =

=

kgm

cm2 dig$nakan t$langan ba%ah ==

a dengan la'angan )

+c- 3 600

12"5"Mn)/(+c-)) N)


12"5"Mn)/(+c-)) N)



53/84

cm2hcm2 dig$nakan t$langan atas (bagi) =

=dig$nakan t$langan ba%ah =

=


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?tatikamener$s 'lat lantai $k$ran " m

3 = lnln

lml =

l ml =


= 00046!

d = 0 mm


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b = 1000 mm = 08

Kmaks =+ 600+

= 0054

la'angan ,$ = 120264 kgmMn = ,$

b d2= 1856

H == 008

K = (H)7(+c-/+)

= 00065"

#s = K7b7dP 8 5 = 588 cm252 cm2

T$m'$an (dib$at sama dengan la'angan )#s = 58!6 cm2

0002 b hP 6 115 = 240 cm2

246 cm2P 8 552 cm2

La'angan ,$ = 242180 kgmMn = ,$

b d2= 0"!4

H == 001!

K = (H)7(+c-/+)= 000125

#s = K7b7dP 8 5 = 420 cm252 cm2


0!5 085 +c- 3 600

085 7 (1((12"5"Mn)/(+c-)) N)

Kmin (00046!) di'a

#sO =

085 7 (1((12"5"Mn)/(+c-)) N)

D Kmin (00046!) di'a


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#s = 4200 cm20002 b h

P 6 115 = 240 cm2246 cm2P 8 552 cm2

#sO =


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5 m mener$s

1!

() mt = 0001 7 H$ 7 (l2) 7 = 120264 kgm

() mt = 0001 7 H$ 7 (l2) 7 = 242180 kgm


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dig$nakan t$langan ba%ah = P 8 85= 51 cm2

dig$nakan t$langan atas = P 6 115= 246 cm2

dig$nakan t$langan atas (bagi) = P 8 85= 51 cm2

dig$nakan t$langan ba%ah = P 8 115= 4"! cm2

kai K hit$ng

kai K hit$ng


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dig$nakan t$langan atas (bagi) = P 6 115= 246 cm2

dig$nakan t$langan ba%ah = P 8 115= 4"! cm2


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enent$an TanggaJk$ran lebar dan tinggi anak tangga ditent$kan dengan r$m$s *2 F # = 61 s/d 6" cmimana * F = tinggi anak tangga (o'trade)

# = lebar anak tangga (antrade)tinggi lantai 1 =

05!142 = "0 Q "0 Q Lebar Tangga =

F / # =F =F = 05!142 #

2 F # = 6" cm214" # = 6" cm

# = 24 cm2 cm

F = 168 cm

1! cm

R$mlah #nak Tanggan = tinggi lantai ke bordes / tinggi anak tangga

n= 1104!612 anak tangga

# = 2 cmF = 1! cm

R$mlah #nak Tangga = 24 anakLebar Bordes = 15 m

Tebal elat = 120 mm012 m = 12

embebanan ada Tanggalat TanggaBeban ,ati () *

elat Tangga = 288 kg/m2?'esi = 42 kg/m2Aeramik = 24 kg/m2?andaran = "0 kg/m2

Total = "84 kg/m2

Beban Iid$' (L)Beban S$na Tangga = 250 kg/m2

Beban Ber+aktor ($)$ = 8608 kg/m2

lat Bordes

$nt$k ged$ng nilai = "0Q s/d "5Q

tan =

tan tan 7 #


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Beban ,ati () *elat Tangga = 288 kg/m2?'esi = 42 kg/m2Aeramik = 24 kg/m2?andaran = "0 kg/m2

Total = "84 kg/m2

Beban Iid$' (L)Beban S$na Tangga = 250 kg/m2

Beban Ber+aktor ($)$ = 8608 kg/m2

?tatika TanggaH$ = 8608 kg/m2,$ la' = 582654 kgm

,$ t$m' = 8!"81 kgm

en$langan+ = "00 ,'a+c- = 22 ,'a

min = 0005maks = 002

La'angan ,$ La' = 582654 kgmd = 0 mmb = 1000 mm = 100 cmP = 08

Mn = 08% = 0042 = 000"1 D min = 0005maka di'akai = :#A#: ,:C:,J,

0005#s = 420 mm2

= 42 cm2mengg$nakan t$langan ba%ah P 8 115 4"! cm2

240 cm2mengg$nakan t$langan atas (bagi) P 6 115 246 cm2

T$m'$an ,$ T$m' = 8!"81 kgmd = 0 mm

#sQ =


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b = 1000 mm = 100 cmP = 08

Mn = 1"4% = 0064 = 00046!1 min = 0005

maka di'akai = :#A#: ,:C:,J,00046!

#s = 420"81 mm2= 4204 cm2

mengg$nakan t$langan ba%ah P 8 115 4"! cm2240 cm2

mengg$nakan t$langan atas (bagi) P 6 115 246 cm2#sQ =


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4 m

400 cm285 m285 cm

cm


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enent$an Mam'tinggi lantai 1 =

0444444444 = 24 Q 24 Q Lebar Mam' =

Lebar Bordes = 16! m 16!0 mm

Tebal elat = 120 mm012 m = 12

embebanan ada Mam'lat Mam'Beban ,ati () *

elat ram' = 288 kg/m2?'esi = 42 kg/m2

?andaran = "0 kg/m2 Total = "60 kg/m2

Beban Iid$' (L)Beban S$na am' = 250 kg/m2

Beban Ber+aktor ($)$ = 8"2 kg/m2

?tatika Mam'H$ = 8"2 kg/m2,$ la' = 15!44 kgm,$ t$m' = 2"616 kgm

en$langan+ = "00 ,'a+c- = 22 ,'a

min = 0005maks = 002

La'angan ,$ La' = 15!44 kgmd = 0 mm

b = 1000 mm = 100 cmP = 08

Mn = 2465% = 0121 = 00088 min = 0005maka di'akai = :#A#: ,:C:,J,

000

tan =


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#s = !605"6!4 mm2= !6 cm2

mengg$nakan t$langan ba%ah P 12 140 808 cm2240 cm2

mengg$nakan t$langan atas (bagi) P 6 115 246 cm2

T$m'$an ,$ T$m' = 2"616 kgmd = 0 mmb = 1000 mm = 100 cmP = 08

Mn = "68% = 018 = 001"86182 min = 0005maka di'akai = :#A#: ,:C:,J,

001"8!#s = 1248226 mm2= 1248 cm2

mengg$nakan t$langan ba%ah P 12 0 125! cm2240 cm2

mengg$nakan t$langan atas (bagi) P 6 115 246 cm2

#sQ =

#sQ =


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4 m400 cm48 m

480 cm

cm


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erencanaan embebanan ada ortal

erhit$ngan AoeUsien AonVersi@kiValen beban segit$ga ke beban 'ersegi,ma beban 'ersegi = ,ma beban segitiga

a lat $k$ 5 m 5 m,ma = 1/27Ws7L2

#ngka konVersi dari beban segitiga ke 'ersegi1 2

(1/12)7Ws7( = (1/8)7W'7(L2)(1/12)7Ws7 = (1/8)7W'7(52)

Ws = (8/12)7W'Ws = 06! W'Ws = 0! W'

#ngka konVersi dari beban tra'esi$m ke beban 'ersegi,maks = (1/24) 7 W2 7(("L2)(4a2))

= 45 O

25

tan 45 = 25

1 = 25

= 25 m

1 2(1/24)7Wt7(("L2)(4a = (1/8)7W'7(L2)

W' =

W' =

W' = 06! WT

ata data $nt$k 'embebanan * "00 mmtebal 'lat lantai = 12 cm

tebal s'esi = " cmbeban g$na lantai = 250 kg/m2 1beban g$na ata' = 100 kg/m2 500 mm

keramik = 24 kg/m2 2'la+on = 18 kg/m2

tan =

(W>T/〖 "L〗2 )(〖 "L〗2〖 4a〗2


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dinding = 250 kg/m2 be+c- = 22 ,'a+ = "00 ,'a

#ngka koreksi 'embebanan (segitiga) = 0!

Perhitungan pembebanan plat lantai

Balok L Balok T

otongan Balok ##1 otongan Balok ##2Beban ,ati () Beban ,ati ()

'lat = 4224 kg/m 'lat = 8448 kg/ms'esi = 24 kg/m s'esi = 1848 kg/m

keramik = "52 kg/m keramik = !04 kg/mdinding = 1000 kg/m dinding = 1000 kg/m

'la+on = 264 kg/m 'la+on = 528 kg/mbalok = "60 kg/m balok = "60 kg/m1"64 kg/m 25128 kg/m

Beban Iid$' (L) Beban Iid$' (L)beban g$na = "66666! kg/m beban g$na = !""""""

Beban Ber+aktor Beban Ber+aktorJ = 12 16L J = 12 16L

= 210"4! kg/m = 41886" kg/m

Perhitungan pembebanan plat atap

Balok L Balok T

otongan Balok ##1 otongan Balok ##2Beban ,ati () Beban ,ati ()

'lat = 4224 kg/m 'lat = 8448 kg/m'la+on = 264 kg/m 'la+on = 528 kg/mbalok = "60 kg/m balok = "60 kg/m

8088 kg/m 125!6 kg/m

Beban Iid$' (L) Beban Iid$' (L)beban g$na = 146666! kg/m beban g$na = 2"""""

air h$.an = !"""""" kg/m air h$.an = 146666!220 kg/m 440

Beban Ber+aktor Beban Ber+aktor


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J = 12 16L J = 12 16L= 120522! kg/m = 1!845" kg/m


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1"0 mm

500 mm"!0 mm "!0 mm

1"0 mm "00 mmbe


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kg/m

kg/mkg/mkg/m


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Perencanaan dan Pembebanan Gempa

ata erencanaan Renis bang$nan * M$mah ?akit Lokasi

,$t$ bahan konstr$ksi * AonBeton (+c-) = 22 ,'a Tega

Ba.a t$langan de+orm (+) = "20 ,'a AeBa.a t$langan 'olos (+) = "00 ,'a

Beban Iid$' (L)'lat lantai * 250 kg/m2 25 kC/m2

'lat ata' * 100 kg/m2 1 kC/m2

(: 18" hal 1"&1!)

Beban ,ati ()

beban bert$lang = 2400 kg/m2 24 kC/m2'asir $r$g = 21 kg/m2 021 kC/m2

s'esi = 2 kg/m2 002 kC/m2keramik = 24 kg/m2 024 kC/m2

dinding 1/2 bata = 250 kg/m2'la+on = 18 kg/m2

(: 18" hal 1112)

#nalisa Beban Sem'a

erhit$ngan beban $nt$k ata'a Balokmeman.ang = 216 kC

melintang = 18 kC405 kC

b lat'lat ata' = 648 kC

s'esi = 28"5 kC'la+on = 1125 kC

1044 kC

c @lemen Yertikalkolom = 60 kC

dinding = 2250 kC"210 kC

d Beban ,ati () = Balok lat @lemen Yertikal


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= 465 kC

e Beban Iid$' (L)beban g$na = 1"5 kC

beban air h$.an = ""!5 kC

168!5 kC

Beban Total = L= 482!!5 kC

erhit$ngan Beban Lantai 2"

a Balok

meman.ang = 216 kCmelintang = 18 kC405 kC

b lat'lat lantai = 648 kC'asir $r$g = 18 kC

s'esi = 28"5 kCkeramik = 108 kC'la+ond = 1125 kC

1"41 kC

c @lemen Yertikalkolom = 60 kC

dinding = 2250 kC"210 kC

d Beban ,ati () = Balok lat @lemen Yertikal

= 456 kC

e Beban Iid$' (L)beban g$na = 5625 kC

Beban Total = L= 55185 kC


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Beban total lantai 2 sam'ai " = 2!525 kC

Beban total bang$nan = % ata' % lantai= "242025 kC


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ang$nan * ?$rabaa imdisi tanah * imegan iXin = 28 kg/cm2 ime

dalaman = 1!5 m Zaktor red$ksi (r$maebal 'lat = 12 cm

Taksiran Hakt$ Setar #lam *ig$nakan r$m$s 'endekatan sbb*

(berdasarkan ?C: 0"1!262002)

imana * T = %akt$ getar alami

I = tinggi bang$nan total

maka[= 0"8! aet

Jnt$k mencegah 'engg$naan ged$ng ang terlal$ \eksibel& nilai T har$nt$k %ilaah gem'a tem'at str$kt$r ged$ng berada dan .$mlah tingkatna (n) m

T = ?Cimana[

koeUsien ? ditera'kan men$r$t tabel ?C:0"1!262002 hal 26maka $nt$k %ilaah gem'a 4 nilai ? adalah 01

T D ?C0"8! D 05!

FA

erhit$ngan Saa Seser alam

(berdasarkan ?C:0"1!262002 hal 2!)

imana * ;1 = nilai +aktor res'on gem'a: = +aktor ke$tamaan

M = +aktor red$ksi gem'a%t = beban total bang$nan

Rember& %ilaah gem'a 2: = 14 (tabel 1 ?C:0"1!262002)

T=0.06 !"#0.$%&

T=006 I0!5

Y= (;> :)/M %t


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M = 48%t = "242025 kC T = 0"8!

Tegangan iXin 2&8 kg/cm2& maka termas$k .enis tanah sedang (:JS 18" hal 1)

,en$r$t gambar res'on s'ectr$m gem'a rencana dengan kondisi tanah sedang '(gambar ?C:0"1!262002)

$nt$k[ maka ; = #, T = 0"8! (%akt$ getar alami)

Tc = 06 ($nt$k tanah sedang); = 0"8 (tabel 6 ?C:0"1!262002)

sehingga&

= "5"244 kC

istrib$si Beban Sem'a Cominal ?tatik @k$iValen ZiBeban geser dasar nominal (V) men$r$t 'asal 612 ?C:0"1!262002

str$kt$r ged$ng men.adi bebanbeban gem'a nominal statistik ek$iValen Zi anglantai tingkat ke: men$r$t 'ersamaan*

imana [ Hi = berat lantai tingkat kei]i = ketinggian lantai tingkat kein = nomor lantai tingkat keiV = beban geser dalamZi = beban gem'a nominal statik ek$iValen (?C:0"1!262002&

Tabel Saa Sem'a 'er Lantai *

lat ]i (m) %t (kC) V (kC) Hi]i (kC) Zi (kC)#ta' 12 482!!5 "5"244"8 5!"" 16!66!4Lantai " 8 55185 "5"244"8 44148 12!!!14Lantai 2 4 55185 "5"244"8 220!4 6"8856

R$mlah 15864!5 124155

T Tc

Y= (;> :)/M %t

Zi= (Hi ]i)/(̂ Hi ]i) V


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ensi 'lat = 5 m 5 msi kolom = 50 cm 50 cmsi balok = "0 cm 50 cm

sakit) = 0"

s dibatasi Tergant$ng 'ada koeUsien sen$r$t 'ersamaan


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da %ilaah gem'a 2

ar$s dibagikan se'an.ang tinggienangka' 'ada '$sat massa

al2!)


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Date post:	05-Jul-2018
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