Tugas Gempa ACC

7/29/2019 Tugas Gempa ACC

1/57

Tugas Rekayasa Gempa

TUGAS

REKAYASA GEMPA

Diketahui :

Potal tengah arah X Wilayah gempa zona 3 ; tanah lunak Bangunan tipe D material beton Faktor keutamaan I = 1,5

Beban hidup- Lantai 1, 2, 3 = 300 kg/m2

- Lantai 4 = 250 kg/m2

Faktor reduksi beban hidup = 0,5 Berat pasangan bata = 250 kg/m2

Diminta : Analisis cara dinamis dan cara statis ekivalen

Oop Mufti Muwarikh 0611012 1

Y

25/40

30/50

30/30

30/30

3,7 m

3,7 m

3,7 m

3,7 m

30/30

30/30

3,7 m

5 m 7 m 5 m

30/30

t5 = 10 cm

t4

= 10 cm

t3

= 15 cm

t2

= 15 cm

t1

= 15 cm

Denah Rencana

4,5 m

4,5 m

X


2/57


Penyelesaian :

A. ANALISIS CARA DINAMIS

1. Menghitung Beban (W)

a. Beban (W) pada lantai 5 (W5)

- Akibat beban lantai

Berat Sendiri lantai

Volume lantai

Berat sendiri lantai

=

=

=

=

=

=

Volume lantai x berat beton

(t5 x (b1+b2+b3) x (4,5))

(0,1 x (5+7+5) x (4,5))

7,65 m3

15,3 x 2400

18.360 kg

- Akibat balok memanjang

Beban balok memanjangVolume balok

Beban balok memanjang

==

=

=

=

=

Volume balok x banyak balok x berat beton(0,3 x 0,4 x (b1+b2+b3) )

(0,12 x (5+7+5))

2,04 m3

2,04 x 1 x 2400

4.986 kg


lantai

5 m

0,1 m

7 m 5 m

4,5

m

balok

lantai

40 cm

30 cm

50 cm

t = 10 cm


3/57


- Akibat Balok Melintang

Beban balok melintang

Volume balok


=

=

=

==

=

Volume balok x banyak balok x berat beton

(0,25 x 0,3 x (4,5) )

(0,075 x (4,5))

0,3375 m3

0,3375 x 4 x 2400

3.240 kg

- Akibat Kolom

Beban Kolom

Volume Kolom

Beban Kolom

=

=

=

=

=

=

Volume kolom x banyak kolom x berat beton

(0,3 x 0,3 x 0,5(3,7) )

(0,09 x (1,85))

0,1665 m3

0,1665 x 4 x 2400

1.598,4 kg

- Akibat Pasangan Bata

Beban Pasangan bata

Luas denah

Beban Pasangan bata

=

=

=

=

=

=

Luas denah x 0,5h x berat pasangan bata x 2

(4,5) x (0,5xh) x 2

(4,5) x (0,5x3,7) x 2

16,65 m2

16,65 x 250

4.162,5 kg


balok

lantai

30 cm

25 cm

40 cm

t = 10 cm

30 cm

30 cm


4/57


Jadi Beban di Lantai 5 dapat terlihat pada tabel di bawah ini :

No. Beban (W) Besar W (kg)

1. Berat sendiri lantai 18.360,00

2. Beban Balok Memanjang 4.986,00

3. Beban Balok Melintang 3.240,00

4. Beban Kolom 1.598,40

5. Beban Pasangan Bata 4.162,50

Beban Lantai 5 (W5) 32.346,90

b. Beban (W) pada lantai 4 (W4)

- Akibat beban lantai


Volume lantai


=

=

=

=

=

=


(t5 x (b1+b2+b3) x (4,5))

(0,1 x (5+7+5) x (4,5))

7,65 m3

15,3 x 2400

18.360 kg



Volume balok


=

=

=

=

=

=


(0,3 x 0,4 x (b1+b2+b3) )

(0,12 x (5+7+5))

2,04 m3

2,04 x 1 x 2400

4.986 kg


lantai

5 m

0,1 m

7 m 5 m

4,5

m

balok

lantai

40 cm

30 cm

50 cm

t = 10 cm


5/57




Volume balok


=

=

=

==

=


(0,25 x 0,3 x (4,5) )

(0,075 x (4,5))

0,3375 m3

0,3375 x 4 x 2400

3.240 kg

- Akibat Kolom

Beban Kolom

Volume Kolom

Beban Kolom

=

=

=

=

=

=


(0,3 x 0,3 x (h) )

(0,09 x 3,7)

0,333 m3

0,1665 x 4 x 2400

3.196,8 kg


Beban Pasangan bata

Luas denah

Beban Pasangan bata

=

=

=

=

=

=

Luas denah x h x berat pasangan bata x 2

(4,5) x (h) x 2

(4,5) x (3,7) x 2

33,3 m2

33,3 x 250

4.325 kg


balok

lantai

30 cm

25 cm

40 cm

t = 10 cm

30 cm

30 cm


6/57


- Akibat Beban Hidup

Beban Hidup

Luas denah

Beban Hidup

=

=

=

==

=

Luas denah x beban hidup x faktor reduksi beban hidup

(b1+b2+b3) x (4,5)

(5+7+5) x (4,5)

76,5 m2

76,5 x (250) x 0,5

9.562,5 kg








6. Beban Hidup 9.562,50


c. Beban (W) pada lantai 3 (W3), lantai 2 (W2) dan lantai 1 (W1)

Beban (W) pada lantai 3, 2 dan 1 sama karena dimensi lantai, dimensi kolom

dan jumlah kolom, dimensi balok memanjang dan jumlah balok, dimensi balok

melintang dan jumlah baloknya sama.- Akibat beban lantai


Volume lantai


=

=

=

=

=

=


(t5 x (b1+b2+b3) x (4,5))

(0,15 x (5+7+5) x (4,5))

11,475 m3

11,475 x 2400

27.450 kg



lantai

5 m

0,15 m

7 m 5 m

4,5

m


7/57

30 cm

30 cm



Volume balok


=

=

=

=

=

=


(0,35 x 0,4 x (b1+b2+b3) )

(0,14 x (5+7+5))

2,38 m3

2,38 x 1 x 2400

5.712 kg



Volume balok


=

=

=

=

=

=


(0,25 x 0,25 x (4,5) )

(0,0625 x (4,5))

0,281 m3

0,281 x 4 x 2400

2.700 kg

- Akibat Kolom

Beban Kolom

Volume Kolom

Beban Kolom

=

=

=

=

=

=


(0,3 x 0,3 x (h) )

(0,09 x 3,7)

0,333 m3

0,1665 x 4 x 2400

3.196,8 kg


balok

lantai

35 cm

30 cm

50 cm

t = 15 cm

balok

lantai

25 cm

25 cm

40 cm

t = 15 cm


8/57



Beban Pasangan bata

Luas denah

Beban Pasangan bata

=

=

=

==

=


(4,5) x (h) x 2

(4,5) x (3,7) x 2

33,3 m2

33,3 x 250

4.325 kg

- Akibat Beban Hidup

Beban Hidup

Luas denah

Beban Hidup

=

=

=

=

==


(b1+b2+b3) x (4,5)

(5+7+5) x (4,5)

76,5 m2

76,5 x (300) x 0,511.475 kg

Jadi Beban di Lantai 3, 2 dan 1 dapat terlihat pada tabel di bawah ini :





4. Beban Kolom 3.196,805. Beban Pasangan Bata 4.325,00


Beban Lantai (W) 54.858,80

Kesimpulan :

Lantai Beban (W)

1. 54.858,80 kg

2. 54.858,80 kg

3. 54.858,80 kg

4. 43.670,30 kg

5. 32.346,90 kg

2. MENGHITUNG MASSA (m)



9/57


cmkg

g

Wm

25

5det97,32

981

90,32346===

cmkg

g

Wm

24

4det51,44

981

30,43670===

cmkg

g

Wm

23

3det92,55

981

80,54858===

cmkg

g

Wm

22

2det92,55

981

80,54858===

cmkg

g

Wm

21

1det92,55

981

80,54858===

3. MENCARI INERSIA PENAMPANG ( I )

Lantai 5

- Balok Memanjang A


4,5 m

4,5 m

X

B CA

5 m 7 m 5 m

4,5 m

25/4030/50

4321


10/57


cmYb

Yb

Yb

tbeffhbw

httbeffhhbwYb

75.32

2450

80250

2450

5625024000

)10.125()40.30(

)40)10.5,0)((10.125()40.5,0).(40.30(

).()'.(

)'5,0).(.()'5,0).('.(

=

=+

=

+

++=

+++

=

Ya = 50 Yb = 50 32,75 = 17,25 cm

4

2323

2323

8,553069

9,18742167,104162,195231160000

)102

125,17).(10.125(10.125.12

1)402

175,32).(40.30(40.30.12

1

)2

1).(.(..12

1)'2

1).('.('..12

1

cmI

I

I

tYatbefftbeffhYbhbwhbwI

=

+++=

+++=

+++=

- Balok Memanjang B


beff

t = 10 cm

h= 40 cm

bw = 30 cm

50 cm

- b efektif = L = . 5 = 1,25 m = 125 cm

- b = 4,5 m = 450 cm

- bw + 16t = 30 + 16 ( 10 ) = 190 cm

Diambil nilai yang terkecil = 125 cm

beff

t = 10 cm

h= 40 cm

bw = 30 cm

50 cm

- b efektif = L = . 7 = 1,75 m = 175 cm

- b = 4,5 m = 450 cm

- bw + 16t = 30 + 16 ( 10 ) = 190 cm



11/57


cmYb

Yb

Yb

tbeffhbw

httbeffhhbwYb

8,34

2950102750

29507875024000

)10.175()40.30(

)40)10.5,0)((10.175()40.5,0).(40.30(

).()'.(

)'5,0).(.()'5,0).('.(

=

=+=

+++

=

+++

=

Ya = 50 Yb = 50 34,8 = 15,2 cm

4

2323

2323

6,6194985,18098233,145838,263932160000

)102

12,15).(10.175(10.175.12

1)402

18,34).(40.30(40.30.12

1

)2

1).(.(..12

1)'2

1).('.('..12

1

cmII

I


= +++=

+++=

+++=

- Balok Memanjang C

Besar Inersia balok C sama besar dengan Balok memanjang A yaitu :

I = 553069,8 cm4

Lantai 4

- Balok Memanjang A


beff

t = 10 cm

h= 40 cm

bw = 30 cm

50 cm

- b efektif = L = . 5 = 1,25 m = 125 cm

- b = 4,5 m = 450 cm

- bw + 16t = 30 + 16 ( 10 ) = 190 cm



12/57


cmYb

Yb

Yb

tbeffhbw

httbeffhhbwYb

75.32

245080250

24505625024000

)10.125()40.30(

)40)10.5,0)((10.125()40.5,0).(40.30(

).()'.(

)'5,0).(.()'5,0).('.(

=

=+=

+++

=

+++

=

Ya = 50 Yb = 50 32,75 = 17,25 cm

4

2323

2323

8,553069

)102

125,17).(10.125(10.125.12

1)402

175,32).(40.30(40.30.12

1

)2

1).(.(..12

1)'2

1).('.('..12

1

cmI

I


=

+++=

+++=

- Balok Memanjang B

cmYb

Yb

Yb

tbeffhbw

httbeffhhbwYb

8,34

2950

102750

2950

7875024000)10.175()40.30(

)40)10.5,0)((10.175()40.5,0).(40.30(

).()'.(

)'5,0).(.()'5,0).('.(

=

=+

=+

++=

+++

=

Ya = 50 Yb = 50 34,8 = 15,2 cm


beff

t = 10 cm

h= 40 cm

bw = 30 cm

50 cm

- b efektif = L = . 7 = 1,75 m = 175 cm

- b = 7 m = 700 cm

- bw + 16t = 30 + 16 ( 10 ) = 190 cmDiambil nilai yang terkecil = 175 cm


13/57


4

2323

2323

6,619498

5,18098233,145838,263932160000

)102

12,15).(10.175(10.175.12

1)402

18,34).(40.30(40.30.12

1

)2

1).(.(..12

1)'2

1).('.('..12

1

cmI

I

I


=

+++=

+++=

+++=

- Balok Memanjang C


I = 553069,8 cm4

Lantai 3

- Balok Memanjang A

cmYb

Yb

Yb

tbeffhbw

httbeffhhbwYb

5.33

2925

5,98062

2925

5,7968718375

)15.125()35.30(

)35)15.5,0)((15.125()35.5,0).(35.30(

).()'.(

)'5,0).(.()'5,0).('.(

=

=+

=

+++

=

+++

=

Ya = 50 Yb = 50 33,5 = 16,5 cm

4

2323

2323

8,563016

8,15101025,351562,2696625,107187

)152

15,16).(15.125(15.125.12

1)352

15,33).(35.30(35.30.12

1

)2

1).(.(..12

1)'2

1).('.('..12

1

cmI

I

I


=

+++=

+++=

+++=

- Balok Memanjang B


beff

t = 15 cm

h= 35 cm

bw = 30 cm

50 cm

- b efektif = L = . 5 = 1,25 m = 125 cm

- b = 4,5 m = 450 cm

- bw + 16t = 30 + 16 ( 15 ) = 270 cm



14/57


cmYb

Yb

Yb

tbeffhbw

httbeffhhbwYb

4,35

3675

5,129937

3675

5,11156218375

)15.175()35.30(

)35)15.5,0)((15.175()35.5,0).(35.30(

).()'.(

)'5,0).(.()'5,0).('.(

=

=+

=

+++

=

+++

=

Ya = 50 Yb = 50 35,4 = 14,4 cm

4

2323

2323

3,625156

6,13392875,492184,3348215,107187

)15214,14).(15.175(15.175.121)35214,35).(35.30(35.30.121

)2

1).(.(..12

1)'2

1).('.('..12

1

cmI

I

I


=

+++=+++=

+++=

- Balok Memanjang C


I = 563016,8 cm4

Lantai 2 dan 1

Besar Inersia Balok Memanjang A, B, C dan D di lantai 1 dan 2 sama dengan di

lantai 3 karena tebal lantainya sama, sehingga :

Inersia Balok memanjang A = 563016,8 cm4

Inersia Balok memanjang B = 625156,3 cm4

Inersia Balok memanjang C = 563016,8 cm4

Inersia Kolom pada semua lantai


beff

t = 15 cm

h= 35 cm

bw = 30 cm

50 cm

- b efektif = L = . 7 = 1,75 m = 175 cm

- b = 4,5 m = 450 cm

- bw + 16t = 30 + 16 ( 15 ) = 270 cm



15/57


30 cm

30 cm

I = 1/12 x bh3

I = 1/12.30.303

I = 67.500 cm4

Besar Inersia Balok pada setiap lantai dapat di lihat pada tabel berikut :

Besar Inersia balok memanjang (cm4)

lantai A B C1 563016,8 625156,3 563016,8

2 563016,8 625156,3 563016,8

3 563016,8 625156,3 563016,8

4 553069,8 619498,6 553069,8

5 553069,8 619498,6 553069,8

Besar Inersia kolom pada setiap lantai dapat di lihat pada tabel berikut :

Besar Inersia Kolom (cm4)

lantai 1 2 3 41 67.500 67.500 67.500 67.500

2 67.500 67.500 67.500 67.500

3 67.500 67.500 67.500 67.500

4 67.500 67.500 67.500 67.500

5 67.500 67.500 67.500 67.500

4. KEKAKUAN STRUKTUR (K)

a. Lantai 1- Kolom 1

17,6370/67500

500/8,563016_==k

81,017,62

17,65,0

2

5,0_

_

=++

=+

+=

k

ka



16/57


- Kolom 2

06,11370/67500

)700/3,625156()500/8,563016(_=

+=k

9,006,112

06,115,0

2

5,0_

_

=++

=+

+=

k

ka

- Kolom 3

06,11370/67500

)500/8,563016()700/3,625156(_=

+=k

9,006,112

06,115,0

2

5,0_

_

=++

=+

+=

k

ka

- Kolom 4

Nilai_

k dan a kolom 4 sama besar dengan Kolom 1

b. Lantai 2

- Kolom 1

17,6370/675002

500/8,5630162_ =

=k

0,8017,62

17,6

2_

_

=+

=+

=k

ka

- Kolom 2



17/57


( ) ( )[ ]( )[ ]

06,11370/675002

700/3,6251562500/8,5630162._=

+

=k

0,8406,112

06,11

2_

_

=+=+=

k

ka

- Kolom 3

( ) ( )[ ]( )[ ]

06,11370/675002

500/8,5630162700/3,6251562._=

+

=k

0,8406,112

06,11

2

_

_

=

+

=

+

=

k

ka

- Kolom 4

Nilai_


c. Lantai 3

- Kolom 1

17,6370/675002

500/8,5630162_=

=k

0,817,62

17,6

2_

_

=+

=+

=k

ka

- Kolom 2

( ) ( )[ ]( )[ ]

06,11370/675002

700/3,6251562500/8,5630162._=

+

=k

0,8406,112

06,11

2_

_

=+

=+

=k

ka

- Kolom 3



18/57


( ) ( )[ ]( )[ ]

06,11370/675002

500/8,5630162700/3,6251562._=

+

=k

0,8406,112

06,11

2_

_

=+=+=

k

ka

- Kolom 4

Nilai_


d. Lantai 4

- Kolom 1

11,6370/675002

500/)8,5630168,553069(_ =

+=k

0,7511,62

11,6

2_

_

=+

=

+

=

k

ka

- Kolom 2

( ) ( ) ( )[ ]( )[ ]

99,10370/675002

700/6,619498700/3,625156500/8,553069)500/8,563016(._=

+++=k

0,8499,102

99,10

2_

_

=+

=

+

=

k

ka

- Kolom 3



19/57


( ) ( ) ( )[ ]( )[ ]

99,10370/675002

500/8,553069)500/8,563016(700/6,619498700/3,625156._=

+++=k

0,8499,102

99,10

2_

_

=+

=

+

=

k

ka

- Kolom 4

Nilai_


e. Lantai 5

- Kolom 1

06,6370/675002

500/8,5530692_=

=k

0,7506,62

06,6

2_

_

=+

=+

=k

ka

- Kolom 2

( ) ( )[ ]( )[ ]

9,10370/675002

700/6,6194982500/8,5530692._=

+

=k

0,849,102

9,10

2_

_

=+

=+

=k

ka

- Kolom 3

( ) ( )[ ]( )[ ]

9,10370/675002

500/8,5530692700/6,6194982._=

+

=k



20/57


0,849,102

9,10

2_

_

=+

=+

=k

ka

- Kolom 4

Nilai_




21/57

75,0

06,6_

=

=a

k

75,0

11,6_

=

=

a

k

80,0

17,6_

==

a

k

80,0

17,6_

==

a

k

81,0

17,6_

==

a

k

75,0

06,6_

=

=a

k

75,0

11,6_

=

=

a

k

80,0

17,6_

=

=

a

k

80,0

17,6_

=

=

a

k

81,0

17,6_

=

=

a

k

84,0

99,10_

==

a

k

84,0

06,11_

==

a

k

84,0

06,11_

==

a

k

9,0

06,11_

=

=

a

k

84,0

9,10_

=

=

a

k

84,0

99,10_

=

=

a

k

84,0

06,11_

==

a

k

84,0

06,11_

==

a

k

9,0

06,11_

==

a

k

84,0

9,10_

=

=

a

k


Lantai

Nilai_

kdan a pada Kolom

1 2 3 4_

k

a_

k

a_

k

a_

k

a

1 6,17 0,81 11,06 0,9 11,06 0,9 6,17 0,81

2 6,17 0,80 11,06 0,84 11,06 0,84 6,17 0,80

3 6,17 0,80 11,06 0,84 11,06 0,84 6,17 0,80

4 6,11 0,75 10,99 0,84 10,99 0,84 6,11 0,75

5 6,06 0,75 10,9 0,84 10,9 0,84 6,06 0,75

Nilai_

kdan a pada Portal Tengah arah X

Jadi :



22/57


k1 =( ) ( ){ } ( ) ( ){ }

( )kg/cm64,613.8

750

101,275,030129,0281,023

5412

1

=+ xxxxxxxx

k2 =( ) ( ){ } ( ) ( ){ }

( )kg/cm03,261.8

370

101,275,0301284,0280,023

5412

1

=+ xxxxxxxx

k3 =( ) ( ){ } ( ) ( ){ }

( )kg/cm03,261.8

370

101,275,0301284,0280,023

5412

1

=+ xxxxxxxx

k4 =( ) ( ){ } ( ) ( ){ }

( )/cm8.009,17kg

370

101,275,0301284,0275,023

5412

1

=+ xxxxxxxx

k5 =( ) ( ){ } ( ) ( ){ }

( )/cm8.009,17kg

370

101,275,0301284,0275,023

5412

1

=+ xxxxxxxx


k5 = 8.009,17 kg/cm

m5 = 32,97 kg det2/cm

k4 = 8.009,17 kg/cm

k3 = 8.261,03 kg/cm

k2 = 8.261,03 kg/cm

k1 = 8.613,64 kg/cm

m4 = 44,51 kg det2/cm

m3 = 55,92 kg det2/cm

m2 = 55,92 kg det2/cm

m1 = 55,92 kg det2/cm


23/57


5. Mencari Matrik [ K ]

[ ]

+ +

++

=

)(000)(00

0)(0

00)(

000

122

2233

3344

4455

55

kkkkkkk

kkkk

kkkk

kk

K


m4

m3

m2

m1

k4

k3

k2

k1

k5

k5

k5m

5

k5

k4

k3

k2

k5+k

4

k4+k

3

k3+k

2

k2+k

1

k4

k3

k2

k1


24/57


[ ]

=

34,018.1617,009.8000

17,009.82,270.1603,261.800

003,261.806,522.1603,261.80

0003,261.867,874.1664,613.8

00064,613.864,613.8

K

6. Mencari 2 dengan cara Holzer

Dicoba 12 = 15,22

Lantai m m.2 m.2. m.2. 1/k 1/k. m.2.

5 32,97 501,8034 1 501,8034 501,8034 0,0001249 0,062653608

4 44,51 677,4422 0,9373464 634,998 1136,801402 0,0001249 0,141937479

3 55,92 851,1024 0,7954089 676,97443 1813,775836 0,0001211 0,219558074

2 55,92 851,1024 0,5758508 490,10803 2303,883867 0,0001211 0,278885789

1 55,92 851,1024 0,296965 252,74767 2556,631533 0,0001161 0,296811979

0,0001531

Dicoba 22 = 119,99



25/57


Lantai m m.2 m.2. m.2. 1/k 1/k. m.2.

5 32,97 3956,07 1 3956,07 3956,0703 0,0001249 0,4939426

4 44,51 5340755 0,506057 2702,729 6658,798808 0,0001249 0,8313969

3 55,92 6709,841 -0,32534 -2182,98 4475,822771 0,000121 05417996

2 55,92 6709,841 -0,86714 -5818,37 -1342,542345 0,000121 -0,1625151

1 55,92 6709,841 -070462 -4727,91 -6070,456827 0,000116 -0,7047493

0,000125

Dicoba 32 = 284,882

Lantai m m.2 m.2. m.2. 1/k 1/k. m.2.

5 32.97 9392.5595 1 9392.5595 9392.55954 0.0001249 1.172725706

4 44.51 12680.098 -0.1727257 -2190.1788 7202.380696 0.0001249 0.899266802

3 55.92 15930.601 -1.0719925 -17077.485 -9875.104697 0.0001211 -1.1953842

2 55.92 15930.601 0.1233917 1965.7038 -7909.400911 0.0001211 -0.9574352

1 55.92 15930.601 1.0808269 17218.222 9308.821452 0.0001161 1.080707047

0.0001198

7. Mencari Mode Shape ( )



26/57



0,296

0,575

0,795

0,937

1

2

= 15,22

1,00

937,0

000,1

0,506

0,704

-0,867

-0,325

2

2

= 119,99

1,00

506,0

000,1

-1,071

-0,172

1,080

0, 123

1,00

3

2

= 284,882

172,0

000,1


27/57



296,0

575,0

704,0

867,0

080,1

123,0


28/57


8. Mencari Waktu Getar dan Koefisien Gempa

=

2T ; Zonagempa berada di wilayah gempa 3 pada tanah lunak :

61,122,15

22

1=

=

=

T detik dari grafik diperoleh cd1 = 0,07

57,099,119

222 =

=

=


25,0607,601

223 =

=

=


9. Mencari nilai N

{ } [ ] { } .. MN T=

{ }

=

296,0

575,0

795,0

937,0

1

92,550000

092,55000

0092,5500

00051,440

000097,32

296,0575,0795,0937,011N

N1 = (1 x 32,97 x 1 ) + (0,937 x 44,51 x 0,937) + (0,795 x 55,92 x 0,795) +

(0,575 x 55,92 x 0,575) + (0,296 x 55,92 x 0,296)

N1 = 130,779


Ket :

Lunak

Keras

cd1

cd2

cd3

0.5 1 2 3

Waktu Getar (T)

(C)

0.2

0.1

0.07

0.05

Zona 3


29/57


{ }

=

704,0

867,0

325,0

506,0

1

92,550000

092,55000

0092,5500

00051,440

000097,32

704,0867,0325,0506,012N

N2 = (1 x 32,97 x 1 ) + (0,506 x 44,51 x 0,506) + (-0,325 x 55,92 x (-0,325)) +

(-0,867 x 55,92 x (0,867)) + (-0,704 x 55,92 x (-0,704))

N2 = 120,022

{ }

=

080,1

123,0071,1

172,0

000,1

92,550000

092,550000092,5500

00051,440

000097,32

080,1123.0071,1172,013N

N3 = (1 x 32,97 x 1 ) + (-0,172 x 44,51 x (-0,172)) + (-1,071 x 55,92 x(-1,071) +

(0,123 x 55,92 x 0,123) + (1,080 x 55,92 x 1,080)

N3 = 164,5

10. Mencari R

[ ] { }MR T.=

[ ]

839,167

)92,55.296,0()92,55.575,0()92,55.795,0()51,44.937,0()97,32.1(

92,55

92,55

92,55

51,44

97,32

.296,0575,0795,0937,01

1

1

1

=

++++=

=

R

R

R

532,50

)92,55.704,0()92,55.867,0()92,55.325,0()51,44.506,0()97,32.1(

92,55

92,55

92,55

51,44

97,32

.704,0867,0325,0506,01

2

2

2

=++++=

=

R

R

R



30/57


[ ]

6957,32

)96,55.080,1()92,55.123,0()92,55.071,1()51,44.172,0()97,32.1(

92,55

92,55

92,55

51,44

97,32

.080,1123.0071,1172,01

3

3

3

=++++=

=

R

R

R

11. Mencari A Maks

ii

iii

N

cdRmaksA

.

.2

=

86,5779,13022,15

98107,0839,169.1 ==x

xxmaksA

24,0022,12099,119

98107,0532,50.2 =

=

x

xxmaksA

044,05,164882,284

981065,06957,32.3 ==

x

xxmaksA

12. Mencari Y Maks

{ } { }( )[ ] 21

2maksAmaksX ii=

{ }

21

222

044,0

080,1

123,0

071,1

172,0

1

24,0

704,0

867,0

325,0

506,0

1

86,5

296,0

575,0

795,0

937,0

1

.

+

+

= xxxmaksX

{ } cmmaksX

2/1

222

222

222

222

222

)04752,0()168,0()734,1(

)00541,0()208,0()3695,3(

)0471,0()078,0()658,4(

)007568,0()121,0()49,5(

)0044,0()24,0()86,5(

++

++++

++++

=



31/57


{ } cmmaksX

2/1

222

222

222

222

222

)000674,0()168,0()734,1(

)00136,0()208,0()3695,3(

)002156,0()078,0()658,4(

)00327,0()121,0()49,5(

)00221,0()24,0()86,5(

++

++++

++++

=

{ } cmmaksX

=

74,1

37,3

65,4

49,5

86,5

13. Mencari Gaya Gempa F

[ ] { }XxKF=

=

74,1

37,3

65,4

49,5

86,5

34,018.1617,009.8000

17,009.82,270.1603,261.800

003,261.806,522.1603,261.80

0003,261.867,874.1664,613.8

00064,613.864,613.8

xF

kgF

=

0087,881

829,2480853,3634

218,3752

047,3187



32/57



0,296

0,575

0,795

0,937

1

2

= 15,22

1,00

1

-0,867

0,506

0,704

-0,325

2

2

= 119,99

1,00

2

-1,071

-0,172

1,080

0, 123

1,00

3

2

= 284,882

3

3187,047 kg3187,047 kg4,17 cm

0,296

0,575

0,795

0,937


33/57



1,24 cm

X F Gaya Geser

6939,265 kg

10574,12 kg

13054,95 kg

13935,96 kg

3187,047 kg

881,0087 kg

2480,829 kg

3634,853 kg

3752,218 kg

3187,047 kg4,17 cm

3,89 cm

3,30 cm

2,40 cm


34/57


B. ANALISIS CARA STATIS EKIVALEN

1. MENGHITUNG BERAT (W)

a. Beban (W) pada lantai 5 (W5)

1. Akibat beban lantai


Volume lantai


=

=

=

=

=

=


(t5 x (b1+b2+b3) x (4,5))

(0,1 x (5+7+5) x (4,5))

7,65 m3

15,3 x 2400

18.360 kg

2. Akibat balok memanjang


Volume balok


=

=

=

=

=

=


(0,3 x 0,4 x (b1+b2+b3) )

(0,12 x (5+7+5))

2,04 m3

2,04 x 1 x 2400

4.986 kg


lantai

5 m

0,1 m

7 m 5 m

4,5

m

balok

lantai

40 cm

30 cm

50 cm

t = 10 cm


35/57


3. Akibat Balok Melintang


Volume balok


=

=

=

==

=


(0,25 x 0,3 x (4,5) )

(0,075 x (4,5))

0,3375 m3

0,3375 x 4 x 2400

3.240 kg

4. Akibat Kolom

Beban Kolom

Volume Kolom

Beban Kolom

=

=

=

=

=

=


(0,3 x 0,3 x 0,5(3,7) )

(0,09 x (1,85))

0,1665 m3

0,1665 x 4 x 2400

1.598,4 kg

5. Akibat Pasangan Bata

Beban Pasangan bata

Luas denah

Beban Pasangan bata

=

=

=

=

=

=

Luas denah x 0,5h x berat pasangan bata x 2

(4,5) x (0,5xh) x 2

(4,5) x (0,5x3,7) x 2

16,65 m2

16,65 x 250

4.162,5 kg


balok

lantai

30 cm

25 cm

40 cm

t = 10 cm

30 cm

30 cm


36/57










b. Beban (W) pada lantai 4 (W4)

1. Akibat beban lantai


Volume lantai


=

=

=

=

=

=


(t5 x (b1+b2+b3) x (4,5))

(0,1 x (5+7+5) x (4,5))

7,65 m3

15,3 x 2400

18.360 kg



Volume balok


=

=

=

=

=

=


(0,3 x 0,4 x (b1+b2+b3) )

(0,12 x (5+7+5))

2,04 m3

2,04 x 1 x 2400

4.986 kg


lantai

5 m

0,1 m

7 m 5 m

4,5

m

balok

lantai

40 cm

30 cm

50 cm

t = 10 cm


37/57




Volume balok


=

=

=

==

=


(0,25 x 0,3 x (4,5) )

(0,075 x (4,5))

0,3375 m3

0,3375 x 4 x 2400

3.240 kg

4. Akibat Kolom

Beban Kolom

Volume Kolom

Beban Kolom

=

=

=

=

=

=


(0,3 x 0,3 x (h) )

(0,09 x 3,7)

0,333 m3

0,1665 x 4 x 2400

3.196,8 kg


Beban Pasangan bata

Luas denah

Beban Pasangan bata

=

=

=

=

=

=


(4,5) x (h) x 2

(4,5) x (3,7) x 2

33,3 m2

33,3 x 250

4.325 kg


balok

lantai

30 cm

25 cm

40 cm

t = 10 cm

30 cm

30 cm


38/57


6. Akibat Beban Hidup

Beban Hidup

Luas denah

Beban Hidup

=

=

=

==

=


(b1+b2+b3) x (4,5)

(5+7+5) x (4,5)

76,5 m2

76,5 x (250) x 0,5

9.562,5 kg










c. Beban (W) pada lantai 3 (W3), lantai 2 (W2) dan lantai 1 (W1)

Beban (W) pada lantai 3, 2 dan 1 sama karena dimensi lantai, dimensi kolom

dan jumlah kolom, dimensi balok memanjang dan jumlah balok, dimensi balok

melintang dan jumlah baloknya sama.1. Akibat beban lantai


Volume lantai


=

=

=

=

=

=


(t5 x (b1+b2+b3) x (4,5))

(0,15 x (5+7+5) x (4,5))

11,475 m3

11,475 x 2400

27.450 kg



lantai

5 m

0,15 m

7 m 5 m

4,5

m


39/57

30 cm

30 cm



Volume balok


=

=

=

=

=

=


(0,35 x 0,4 x (b1+b2+b3) )

(0,14 x (5+7+5))

2,38 m3

2,38 x 1 x 2400

5.712 kg



Volume balok


=

=

=

=

=

=


(0,25 x 0,25 x (4,5) )

(0,0625 x (4,5))

0,281 m3

0,281 x 4 x 2400

2.700 kg

4. Akibat Kolom

Beban Kolom

Volume Kolom

Beban Kolom

=

=

=

=

=

=


(0,3 x 0,3 x (h) )

(0,09 x 3,7)

0,333 m3

0,1665 x 4 x 2400

3.196,8 kg


balok

lantai

35 cm

30 cm

50 cm

t = 15 cm

balok

lantai

25 cm

25 cm

40 cm

t = 15 cm


40/57



Beban Pasangan bata

Luas denah

Beban Pasangan bata

=

=

==

=

=


(4,5) x (h) x 2

(4,5) x (3,7) x 233,3 m2

33,3 x 250

4.325 kg

6. Akibat Beban Hidup

Beban Hidup

Luas denah

Beban Hidup

=

=

=

=

=

=


(b1+b2+b3) x (4,5)

(5+7+5) x (4,5)

76,5 m2

76,5 x (300) x 0,5

11.475 kg

Jadi Beban di Lantai 3, 2 dan 1 dapat terlihat pada tabel di bawah ini :








Beban Lantai (W) 54.858,80

Kesimpulan :

Lantai Beban (W)

1. 54.858,80 kg

2. 54.858,80 kg

3. 54.858,80 kg

4. 43.670,30 kg

5. 32.346,90 kg

2. MENCARI MOMEN INERSIA PENAMPANG DENGAN FLENS



41/57


+

+

+

+

=

=

h

t

b

b

h

t

b

b

h

t

h

t

h

t

b

b

k

hbkI

w

E

w

E

w

E

wg

11

16411

12

.

32

3

Untuk balok memanjang A (L= 5 m), pada lantai 1,2 dan 3 :

=

+

+

+

+

=

50

151

30

1251

50

151

30

125

50

15

50

1564

50

151

30

1251

32

k 1,35

Untuk balok memanjang B (L= 7 m), pada lantai 1,2 dan 3 :


4,5 m

4,5 m

X

5 m 7 m 5 m

4,5 m

25/4030/50

4321 B CA

bE

t = 15 cm

h= 35 cm

bw = 30 cm

50 cm

- L = 5 = 125 cm

- b = 4,5 m = 450 cm

- bw+16t = 30+16.15= 270 cm

Diambil nilai yang terkecil bE= 125 cm


42/57


=

+

+

+

+

=

50

151

30

1751

50

151

30

175

50

15

50

1564

50

151

30

1751

32

k 1,098

Untuk balok memanjang A (L= 5 m) , pada lantai 4 dan 5 :

=

+

+

+

+

=

50

101

30

1251

50

101

30

125

50

10

50

1064

50

101

30

1251

32

k 1,82

Untuk balok memanjang A (L= 5 m) , pada lantai 4 dan 5 :


bE

t = 15 cm

h= 35 cm

bw = 30 cm

50 cm

- L = 7 = 175 cm

- b = 4,5 m = 450 cm

- bw+16t = 30+16.15= 270 cm


bE

t = 10 cm

h= 35 cm

bw = 30 cm

50 cm

- L = 5 = 125 cm

- b = 4,5 m = 450 cm

- bw+16t = 30+16.10= 180 cm



43/57


=

+

+

+

+

=

50

101

30

1751

50

101

30

175

50

10

50

1064

50

101

30

1751

32

k 1,52


bE

t = 10 cm

h= 35 cm

bw = 30 cm

50 cm

- L = 7 = 175 cm

- b = 4,5 m = 450 cm

- bw+16t = 30+16.10= 180 cm



44/57


3. MENCARI K RELATIF

Batang I ( m4 ) l ( m ) k = I / l K relatif

K relatif kolom pada semua lantai

1/12 . 0,30 .0,303

= 0,0006753,7 0,000182 1

Batang I ( m4 ) l ( m ) k = I / lK relatif

K relatif balok memanjang A dan C lantai 1, 2 dan 3

Balok 30/501,35 . 1/12 . 0,30 . 0,503

=0,005095 0,001018 5,59

K relatif balok memanjang A dan C lantai 4 dan 5

Balok 30/501,52 . 1/12 . 0,30 . 0,503

=0,00587

5 0,001174 6,45

K relatif balok memanjang B lantai 1, 2 dan 3

Balok 30/501,098 . 1/12 . 0,30 . 0,503

=0,005097 0,000727 3,99

K relatif balok memanjang B lantai 4 dan 5

Balok 30/501,82 . 1/12 . 0,30 . 0,503

=0,005877 0,000838 4,60


Kolom 30/30


45/57


Sehingga:


k = 1

3,7 m

3,7 m

3,7 m

3,7 m

k = 1

k = 1

k = 1

5 m

W4

= 43.670,3 kg

3,7 m

5 m7 m

W1

= 54.672,8 kg

W5

= 32.346,9kg

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 1

k = 3,99

k = 3,99

k = 3,99

k = 4,60

k = 4,60

k = 5,59

k = 5,59

k = 5,59

k = 6,45

k = 6,45

k = 5,59

k = 5,59

k = 5,59

k = 6,45

k = 6,45

W2

= 54.672,8 kg

W3

= 54.672,8 kg


46/57



X

T

P

L

A

H

W

S

O

K

G

V

R

N

J

FE

I

M

Q

U

DCB


47/57

H

D

E

A

k = 1

k = 5,59

k = 1

k = 5,59

G

C

F

B

k = 1

k = 5,59 k = 5,59 k = 3,99k = 3,99

k = 1

L

H

I

E

k = 5,59

k = 5,59

k = 5,59

k = 5,59

k = 1k = 1

K

G

k = 3,99

k = 3,99

k = 1

k = 5,59

k = 5,59

J

F

k = 5,59

k = 5,59

k = 1

k = 3,99

k = 3,99


4. MENCARI D VALUE

D = a . kckc = 1

Kolom AE = DH

k =1

59,5= 5,59

a =59,52

59,55,0

++

= 0,80

D = 0,80 x 1 = 0,80

Y = 0,55 h

Kolom BF = CG

k =1

59,599,3 += 9,58

a =)58,92(1

58,95,0

x

x

+= 0,23

D = 0,23 x 1 = 0,23

Y = 0,55 h

Kolom EI = HL

k =12

59,559,5

x

+= 5,59

a =59,52

59,5

+= 0,73

D = 0,73 x 1 = 0,73

Y = 0,50 h

Kolom FJ = GK

k =12

99,359,599,359,5

x

+++

= 9,58

a =58,92

58,9

+= 0,82

D = 0,82 x 1 = 0,82

Y = 0,50 h



48/57

T

P

Q

M

k = 6,45

k = 5,59

k = 6,45

k = 5,59

k = 1 k = 1

S

O

k = 4,60

k = 3,99

k = 1

k = 6,45

k = 5,59

R

N

k = 6,45

k = 5,59

k = 1

k = 4,60

k = 3,99

X

T

U

Q

k = 6,45

k = 6,45

k = 6,45

k = 6,45

k = 1 k = 1

P

L

M

I

k = 5,59

k = 5,59

k = 5,59

k = 5,59

k = 1k = 1

K

G

k = 3,99

k = 3,99

k = 1

k = 5,59

k = 5,59

J

F

k = 5,59

k = 5,59

k = 1

k = 3,99

k = 3,99


Kolom IM = LP = EI = HL

k =12

59,559,5

x

+= 5,59

a =

59,52

59,5

+

= 0,73

D = 0,73 x 1 = 0,73

Y = 0,50 h

Kolom JN = KO = FJ = GK

k =1

99,359,599,359,5 +++= 9,58

a =58,92

58,9

+= 0,82

D = 0,82 x 1 = 0,82Y = 0,50 h

Kolom MQ = PT

k =12

45,659,5

x

+= 6,02

a =02,62

02,6

+= 0,73

D = 0,73 x 1 = 0,75

Y = 0,50 h

Kolom NR = OS

k =12

99,359,560,445,6

x

+++

= 10,31

a =31,102

31,10

+= 0,83

D = 0,83 x 1 = 0,83

Y = 0,50 h

Kolom QU = TX

k =12

45,645,6

x

+= 6,45

a =45,62

45,6

+= 0,76

D = 0,76 x 1 = 0,76

Y = 0,45 h



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W

S

k = 4,60

k = 4,60

k = 1

k = 6,45

k = 6,45

V

R

k = 6,45

k = 6,45

k = 1

k = 4,60

k = 4,60


Kolom RV = SW

k =12

60,445,660,445,6

x

+++

= 11,05

a =05,112

05,11

+= 0,84

D = 0,84 x 1 = 0,84

Y = 0,45 h

5. MENCARI KOEFISIEN GEMPA C

Wilayah gempa zona 3

Struktur tanah lunak

H = 5 x 3,70 = 18,5 m

T = 0,06 H3/4 = 0,06 ( 18,5 )3/4 = 0,54 detik

Dari grafik diperoleh C = 0,007

Gaya Geser dasar Horizontal

V = C . I . Wt

V = 0,07 . 1 . 240.593,60

= 16841,552 Kg

Mencari Gaya Geser Kolom

lantai wi ( kg ) hi ( m ) wi hi Fi = wihi

wihi

. V5

4

3

2

1

32.346,90

43.670,30

54.858,80

54.858,80

54.858,80

18,5

14,8

11,1

7,4

3,7

598417,65

646320,44

608932,68

405955,12

202977,56

69306,2

64169,5

68109,4

102164

204328

2462603,45



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Tingkat a3

1275,0

h

EIx K

(Kg/cm)

Fi

(Kg)

Vi

(Kg)

i

(cm)

di

cmdi2

wi

Kg

Wi . di2

( x 108 )

Fi . di

( x 108 )

5 3,2 2518,61 8059,54 69306,22 69306,22 8,60188,2

335432,3

632346,90 11,461 0,130

4 3,12 2518,61 7858,05 64169,51133475,7

3

16,9

9

179,6

4

32268,9

443670,30 14,091 0,115

3 3,1 2518,61 7807,68 68109,44201585,1

7

25,8

2

162,6

5

26454,9

454858,80 14,512 0,110

2 3,1 2518,61 7807,68 102164,16 303749,33

38,90

136,83

18722,70

54858,80 10,271 0,139

1 2,06 2518,61 5188,33 204328,32508077,6

597,9

397,93 9589,70 54858,80 5,260 0,200

55,597 0,696

E = 2,1 x 105 Kg/cm2

k =3

75,0.

h

EIa

i =k

Vi

g = 980 cm/s2


dt

x

x

diFig

diwiTn

789,1

10696,0.980

10597,553,6

..

.3,6

8

8

=

=

=

Maka :

1,789 det > (0,8 x 0,54) det

1,789 det > 0,432 det OK !!!


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69306,22 kg

Gaya Geser Kolom ( V )

133475,73 kg

201585,17 kg

303749,33 kg

508077,65 kg


Diagram gaya geser kolom ( V )



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6. MENCARI GAYA GESER TINGKAT DIANTARA KOLOM PORTAL

i

ij

ij

ij VD

DV

=

VAE = VDH = 65,5080778,023,023,08,0

8,0

+++= 197311,7Kg

VBF= VCG = 65,5080778,023,023,08,0

23,0

+++= 56727,12 Kg

VEI = VHL = 33,30374973,082,082,073,0

73,0

+++= 71528,07 Kg

VFJ = VGK = 33,30374973,082,082,073,0

82,0

+++= 80346,6 Kg

VIM = VLP = 17,20158573,082,082,073,0

73,0

+++=47470,06 Kg


X

T

P

L

A

H

W

S

O

K

G

V

R

N

J

FE

I

M

Q

U

DCB

y = 0,55 y = 0,55 y = 0,55 y = 0,55

y = 0,55 y = 0,55 y = 0,55 y = 0,55

y = 0,50 y = 0,50 y = 0,50 y = 0,50

y = 0,50 y = 0,50 y = 0,50 y = 0,50

y = 0,45 y = 0,45 y = 0,45 y = 0,45

D = 0,76 D = 0,84 D = 0,84 D = 0,76

D = 0,75 D = 0,83 D = 0,83 D = 0,75

D = 0,73 D = 0,82 D = 0,82 D = 0,73

D = 0,73 D = 0,82 D = 0,82 D = 0,73

D = 0,8 D = 0,23 D = 0,23 D = 0,8


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VJN = VKO = 17,20158573,082,082,073,0

82,0

+++= 53322,53 Kg

VMQ = VPT = 73,13347575,083,083,075,0

75,0

+++= 31679,37 Kg

VNR = VOS = 73,13347575,083,083,075,0

83,0

+++= 35058,5 Kg

VQU = VTX = 22,6930676,084,084,076,0

76,0

+++= 16460,23 Kg

VRV = VSW = 22,6930676,084,084,076,0

84,0

+++= 18192,88 Kg

7. MENCARI MOMEN KOLOM

Perhitungan Momen Kolom tertera pada tabel di bawah ini :

Vij h y Y h-Y Vij.(h-

Y)Vij.Y

AE 197311.71 3.7 0.55 2.035 1.665 328524401529.

3

BF 56727.116 3.7 0.55 2.035 1.66594450.6

5

115439.

7

CG

56727.116 3.7 0.55 2.035 1.66594450.6

5

115439.

7

DH

197311.71 3.7 0.55 2.035 1.665 328524401529.

3

EI 71528.068 3.7 0.55 2.035 1.665 119094.2

145559.6

FJ 80346.597 3.7 0.55 2.035 1.665133777.

1

163505.

3

GK

80346.597 3.7 0.55 2.035 1.665133777.

1

163505.

3

HL 71528.068 3.7 0.55 2.035 1.665119094.

2

145559.

6

IM 47470.056 3.7 0.5 1.85 1.85 87819.6 87819.6

JN 53322.529 3.7 0.5 1.85 1.8598646.6

8

98646.6

8

K

O

53322.529 3.7 0.5 1.85 1.8598646.6

8

98646.6

8

LP 47470.056 3.7 0.5 1.85 1.85 87819.6 87819.6


VAE

( h Y )

VAE

. Y

( h Y)

Y

VAE

Y = y . 3,7 = 0,55 x 3,7 = 2,59 m

VAE ( h Y) = 197311,7 . ( 3,7 2,59)

= 219015,987 Kg.m

VAE .Y = 197311,7. ( 2,59 )

= 511037,303 Kg.m


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MQ

31679.366 3.7 0.5 1.85 1.8558606.8

3

58606.8

3

NR

35058.499 3.7 0.5 1.85 1.8564858.2

2

64858.2

2

OS

35058.499 3.7 0.5 1.85 1.8564858.2

2

64858.2

2

PT 31679.366 3.7 0.5 1.85 1.85 58606.83

58606.83

QU

16460.227 3.7 0.45 1.665 2.03533496.5

6

27406.2

8

RV 18192.883 3.7 0.45 1.665 2.03537022.5

2

30291.1

5

SW

18192.883 3.7 0.45 1.665 2.03537022.5

2

30291.1

5

TX 16460.227 3.7 0.45 1.665 2.03533496.5

6

27406.2

8



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Gambar Momen Kolom


145559.6

401529.3115439.7115439.7

328524

145559.694450.65

98646.6898646.6

8

94450.65328524

119094.

287819.

6

133777.198646.6

887819.6

98646.6

8

133777.1119094.2

401529.3

87819.

6

58606.83

33496.56 37022.52 37022.52 33496.56

58606.8

3

87819.

6

64858.22

98646.68

64858.22

98646.68

27406.2

830291.15 30291.15

27406.2

8

58606.8

3 64858.2264858.2

2

58606.8

3


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8. MENCARI MOMEN BALOK

Titi

kBalok k balok

k

balokMomen kolom

Momen

Kolom

Momen balok =

Momenkolom

Balok

Kbalok

E EF 5.59 5.59 145559.62 328524.00 474083.61 474083.61

FEF 5.59 9.58

98646.68 94450.65193097.33 112673.70

FG 3.99 9.58 193097.33 80423.63

GFG 3.99 9.58

98646.70 94450.60

193097.30 80423.61

GH 5.59 9.58 193097.30 112673.69

H GH 5.59 5.59 145559.60 328524.00 474083.60 474083.60

I IJ 5.59 5.59 87819.60 119094.23 206913.83 206913.83

JIJ 5.59 9.58

98646.68 133777.10232423.78 135620.97

JK 3.99 9.58 232423.78 96802.81

K

JK 3.99 9.58

98646.68 133777.10

232423.78 96802.81

KL 5.59 9.58 232423.78 135620.97

L KL 5.59 5.59 87819.60 119094.23 206913.83 206913.83

M MN 5.59 5.59 68606.83 87819.60 156426.43 156426.43

NMN 5.59 9.58

64858.22 98646.68163504.90 95406.30

NO 3.99 9.58 163504.90 68098.60

ONO 3.99 9.58

64858.22 98646.68163504.90 68098.60

OP 5.59 9.58 163504.90 95406.30

P OP 5.59 5.59 68606.83 87819.60 156426.43 156426.43

Q QR 6.45 6.45 27406.28 68606.83 96013.11 96013.11

RQR 6.45 11.05

30291.15 64858.2295149.37 55539.68

RS 4.6 11.05 95149.37 39609.69

SRS 4.6 11.05

30291.15 64858.2296013.11 39969.26

ST 6.45 11.05 96013.11 56043.85

T ST 6.45 6.45 27406.28 68606.83 96013.11 96013.11

U UV 6.45 6.45 - 33496.65 33496.65 33496.65

VUV 6.45 11.05 -

37022.5237022.52 21610.43

VW 4.6 11.05 - 37022.52 15412.09

WVW 4.6 11.05 -

37022.5237022.52 15412.09

WX 6.45 11.05 - 37022.52 21610.43

X WX 6.45 6.45 - 33496.65 33496.65 33496.65



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