Portal Berdasarkan - PERENCANAAM STRUKTUR HIBRID DIMANA 50 % BEBAN LATERAL DIPIKUL OLEH STRUKT

LT l-ll IH 11-11! lll-ll III-1V IV-III

4613.9C 1466-2f 6080.1 f

9392.89 -1408.93 7983.96

7661.63 1832.33 9493.96

4337,48 -650,62 3686 86

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Tabel A . 5.51 Momen Lentur dan Tulangan Balok Portal Berdasarkan EUROCODE No. 8 : 1988

Lt M Tulangan atas M Tulangan bawah

(KNm)

Periu (cm2)

Terpasang

(cm2) (KNm)

Perlu Terpasang (cm2) 1

2 3 4 5

7 8

79.84 103.83 106.82 100.55 88.93 73.91 60.78 36.87

9.51 12.91 13.60 12.59 11.06 8.79 6.49 2.56

6D16=

7016=

7D16=

6016=

5016=

2016=

^12.07 :14.08 14.08 14.08 12.07 10.06 10.06 : 4.02

67.84 94.94 96.93 88.11 73.50 54.94 38.32 15.14

8.08 11.81 12.34 11.03 9.14 6.53 4.09 2.56

5016=

7016=

5016=

4016=

2016=

10.06 14.08 14.08 14.08 10.06 : 8.05 : 8.05 : 4.02

Tabel A . 5.52 Moitien Leleh Balok Portal Berdasarkan EUROCODE No. 8 : 1988

Lt Tul.Atas Tul.Bawah

Momen leleh positif Momen leleh negatif

P’/P p=As/b.d Rn Mu=^Mn P7P p=As/b.d Rn Mu=^Mn

(cm2) (cm2) (% ) (KNm) (% ) (KNm)

1 12.07 10.06 1.2 1.378 5095.00 108.61 0.8 1.653 5582.50 119.00

2 14.08 14.08 1.0 1.929 6597.14 140.62 1.0 1.929 6597.14 140.62

3 14.08 14.08 1.0 1.929 6597.14 140.62 1.0 1.929 6597.14 140.62

4 14.08 14.08 1.0 1.929 6597.14 140.62 1.0 1.929 6597.14 140.62

5 12.07 10.06 1.2 1.378 5095.00 108.61 0.8 1.R.S3 5582.50 119.00

6 10.06 8.05 1.2 1.103 4428.89 94.41 0.8 1.378 4870.00 103.81

7 10.06 8.05 1.2 1.103 4428.89 94.41 0.8 1.378 4870.00 103.81

8 4.02 4.02 1.0 0.551 3361.33 71.65 1.0 0.551 3361.33 71.65

Tabel A . 5.53 Gaya Geser Rencana Balok Portal Berdasarkan EUROCODE No. 8 : 1988

Lantai Balok Vd (KN)

VI (KN)

0.6V1 (KN)

Ve (KN)

1.05(Vd-(-0.6Vl-fVe) (KN)

7-8 25.004 12.167 7.3002 -32.785 -0.41

1 8-7 -25.094 -12.167 -7.3002 -32.785 -68.44

8-9 25.094 12.167 7.3002 -29.731 2.80

12-13 25.094 12.167 7.3002 -44.582 -12.80

2 13-12 -25.094 -12,167 -7.3002 -44.582 -80.83

13-14 25.094 12.167 7.3002 -41.105 -9.15

17-18 25.094 12.167 7.3002 -45.689 -13.96

3 18-17 -25.094 -12.167 -7.3002 -45.689 -81.99

18-19 25.094 12.167 7.3002 -42.985 -11.12

22-23 25.094 12.167 7.3002 -41.788 -9.86

4 23-22 -25.094 -12.167 -7.3002 -41.788 -77.89

23-24 25.094 12.167 7.3002 -40.091 -8.08

27-28 25.094 12.167 7.3002 -35.113 -2.85

5 28-27 -25.094 -12.167 -7.3002 -35.113 -70.88

28-29 25.094 12.167 7.3002 -34.525 -2.24

32-33 25.094 12.167 7.3002 -26.812 5.86

6 33-32 -25.094 -12.167 -7.3002 -26.812 -62.17

33-34 25.094 12.167 7.3002 -27.448 5.19

37-38 25.094 12.167 7.3002 -19.252 13.80

7 38-37 -25.094 -12.167 -7.3002 -19.252 -54.23

38-39 25.094 12.167 7.3002 -20.934 12.03

42-43 22.174 4.867 2.9202 -10.297 15.54

8 43-42 -22.174 -4.867 -2.9202 -10.297 -37.16

43-44 22.174 4.867 2.9202 -11.496 14.28

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i h CO N- d lO (D <0 CO lO lO

§

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o o o

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c o a ) a ) c o c o c o < o c o

l O O O O O l O t O l O c o h - . h - r - r - - c o c o c o C D C D C D c i c D C D c i c )

o o o o o o o o

C 5 > C 7 ) C J ) 0 ) C 3 ) < 7 ) < 7 ) 0 ) C M C M C M C M C M C M C M C M

o o o o o o o o

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Tabel A . 5.55 Gaya Normal Rencana Kolom Portal Berdasarkan EUROCODE No. 8 : 1988

Lt Kl Nd

(kg)

Nl (kg)

Ne,kirl (kg)

Ne.kanan (kg)

1.2Nd+1.6NI (kg)

0.9Nd-t-Ne 1.05(Nd+0.6NI+Ne) E.kiri E.kanan E.kiri E.kanan

0 1

66886 74406

5920 11840

25632.00 -800.24

-25632.00 800.24

89735.20 108231.20

85829.40 66165.16

34565.40 67765.64

100873.50 84745.25

47046.30 86425.75

1 1

66416 73936

5920 11840

25632.00 -800.24

-25632.00 800.24

89171.20 107667.20

85406.40 65742.16

34142.40 67342.64

100380.00 84251.75

46552.80 85932.25

2 1

57795 64515

6400 12800

22353.00 -494.85

-22353.00 494.85

79594.00 97898.00

74368.50 57568.65

29662.50 58558.35

88187.40 75285.16

41246.10 76324.34

3 1

49174 55094

6480 12960

17895.00 -147.15

-17895.00 147.15

69376.80 86848.80

62151.60 49437.45

26361.60 49731.75

74504.85 65858.99

36925.35 66168.01

4 1

40554 45674

6160 12320

13326.00 123.26

-13326.00 -123.26

58520.80 74520.80

49824.60 41229.86

23172.60 40983.34

60454.80 55848.72

32470.20 55589.88

5 1

31933 36253

5440 10880

9147.30 293.04

-9147.30 -293.04

47023.60 60911.60

37887.00 32920.74

19592.40 32334.66

46561.52 45227.74

27352.19 44612.36

6 1

23312 26832

4320 8640

5636.00 351.77

-5636.00 -351.77

34886.40 46022.40

26616.80 24500.57

15344.80 23797.03

33117.00 33986.16

21281.40 33247.44

7 1

14691 17411

2800 5600

2954.80 288.11

-2954.80 -288.11

22109.20 29853.20

16176.70 15958.01

10267.10 15381.79

20292.09 22112.07

14087.01 21507.03

8 1

6070 7990

800 1600

1029.70 119.87

-1029.70 -119.87

8564.00 12148.00

6492.70 7310.87

4433.30 7071.13

7958.69 9523.36

5796.32 9271.64

Tabel A . 5.56 Koitibinasi Pembebanan Momen Kolom Portal Berdasarkan EUROCODE No. 8 : 1988

It Kt NODAL Md Ml Me.kiri Me,kanan 1.2Md+1.6MI O.gMd-t-Me 1.05(Md-»-0.6MI-(-Me)

(kgm) (kgm) (kgm) (kgm) E,kiri E,kanan E,kiri E.kanan

0 1

5548.60 6711.90

666.30 -23.74

-5244.58 -6722.27

5852.62 6701.53

-2051.86 7340.99 -3388.99 9429.52 6673.66 -8071.79

4129.53 -3678.67 8830.10 -8333.54

4991.30 -3720.40 8778.20 -7244.60

5978.22 -2551.75 9042.24 -7401.99

-4802.08 2674.75 -6726.61 4231.00

1875.08 -176.00 4625.59 -2845.41

•H5^

C(0

Tabel A . 5.59 Perhitungan Tulangan Kolom Portal Akibat Gempa Kiri Berdasarkan EUROCODE No. 8 : 1988

Lt KOLO M

(KNm)

N (KN)

N M r

Ag 0.85 fc’ ^ Ag 0.85 fc'h

0 1 134.21 470.46 0.35 0.28 0.032

II 176.59 864.26 0.64 0.37 0.050

1 1 134.21 465.53 0.34 0.28 0.031

II 176.59 859.32 0.63 0.37 0.051

2 1 83.44 412.46 0.30 0.18 0.014

II 157.35 763.24 0.56 0.33 0.041

3 1 101.63 369.25 0.27 0.21 0.018

II 154.62 661.68 0.49 0.33 0.040

4 1 101.63 324.70 0.24 0.21 0.019

II 154.62 555.90 0.41 0.33 0.039

5 1 82.32 273.52 0.20 0.17 0.014

II 136.34 446.12 0.33 0.29 0.033

6 1 65.22 212.81 0.16 0.14 0.012

II 119.44 332.47 0.25 0.25 0.027

7 1 38.69 140.87 0.10 0.08 0.006

II 98.14 215.07 0.16 0.21 0.022

8 1 10.40 57.96 0.04 0.02 0.001

II 88.02 92.72 0.07 0.19 0.023

Tabel A . 5.60 Perhitungan Tulangan Kolom Portal Akibat Gempa Kanan Berdasarkan EUROCODE No. 8 : 1988

Lt Kolo M

(KNm)

N (KN)

N M r

fi Ag 0.85 fc’ pCAg 0.85 fc'h

0 1 113.10 1008.73 0.75 0.24 0.031

II 175.79 847.45 0.63 0.37 0.050

1 1 113.10 1003.80 0.74 0.24 0.031

II 175.79 842.52 0.62 0.37 0.050

2 1 85.42 881.87 0.65 0.18 0.015

II 158.91 752.85 0.56 0.34 0.044

3 1 81.57 745.05 0.55 0.17 0.010

II 154.97 658.59 0.49 0.33 0.039

4 1 79.97 604.55 0.45 0.17 0.009

II 154.97 558.49 0.41 0.33 0.039

5 1 77.93 465.62 0.34 0.16 0.008

II 136.92 452.28 0.33 0.29 0.033

6 1 71.58 331.17 0.24 0.15 0.010

II 119.86 339.86 0.25 0.25 0.027

7 1 65.50 202.92 0.15 0.14 0.012

II 98.28 221.12 0.16 0.21 0.021

8 1 65.50 79.59 0.06 0.14 0.017

II 92.34 95.23 0.07 0.19 0.022

Tabel A . 5.61 Penulangan Lentur Koloiii Portal EUROCODE No. 8 : 1988

Berdasarkan

Lt Kolo r P As As terpasang

(cm2) (cm2)

0 1

0.032 0.050

0.0256 0.0400

31.36 49.00

4D25+4D22=34.85 8028=49.28

1 1

0.031 0.050

0.0248 0.0400

30.38 49.00

4D25+4D22=34.85 8028=49.28

2 1

0.015 0.044

0.0120 0.0352

14.70 43.12

4025=19.64 4028+4025=44.28

3 1

0.018 0.040

0.0144 0.0320

17.64 39.20

4025=19.64 4028+4022=39.85

4 1

0.019 0.039

0.0 J 52 0.0312

18.62 38.22

4025=19.64 4028+4022=39.85

5 1

0.014 0.033

0.0112 0.0264

13.72 32.34

4025=19.64 4028+4019=35.99

6 1

0.012 0.027

0.0100 0.0216

12.25 26.46

4025=19.64 4022+4019=26.56

7 1

0.012 0.022

0.0100 0.0172

12.25 21.07

4025=19.64 4022+4019=26.56

8 1

0.017 0.023

0.0136 0.0184

16.66 22.54

4025=19.64 4022+4019=26.56

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0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

c o c o c o c o c o c o c o c o c o c o c o c o c o c o c o c o

C D C D C D C O C D C D C D C D C D C D C D C D C D C D C D C D C M C M C M C M C M C M C M C M C M C M C M C M C M C M C M C M

c i c D C i o d d c D C D C D C D d o d c J c D C )

S S S S S S S S 8 S S S S S S 8

C D C D C D C D C D C D C D C D

_

0 0 0 0 0 0 0 0 C O C O C O C O C O C O C O C O C O C O C O C O C O C O C O C O C O < D C D C O C D C D C O C D

0 0 0 0 0 0 0 0

in ^ h- T- in o <3)

CD in CO CM 00 CD o C M C O ^ C O ^ C O O C D

O c O ' ^ c o r o N - O ) ^ c MC J ) c o i ^ i n c Mi n c j ) C MO f ^ o

C O C O C O C O T - C O ^ N ‘ T - N - O i n 5 CM i n o CO <

3

) CM in CO in in

^ y~ O) ^{O) CM}^ O in CO 00 00 in

CO . <0

^ CM >r-CO CMo

^ CO S CM -r- ^

o COCM

O) CM S CM in

<0 J>C ^

xf E

^ 2 O

T- CD CD o> CM tt o

O CO CO CM m T - o ■»— h- O O C3) CM CO

s

i n CD CO 00 i n ''

5

-CM CO CO ^ CO

CM ^ CM »-

s

^{CO ^}^{CM m} ^{CO ^}^{O CO}

CM CO CD CO

Tabel A . 5.63 Momen Rencana Struktur Dinding EUROCODE No. 8 : 1988

Berdasarkan

LT Md

(kgm) Ml

JkamL

Me.kni Jk g m j_

Me.kanan 0.9Md+Me

E.kiri E.kanan

1.05(Md+0 6MH-Me) E,kiri E.kanan 35.34

-34.85 18.11 -4.15 0.38 -8.94 10.87 -98.47

-0.00

16.92 -16.78 8.78 -1.85 -0.17 -1.55

■3.76 -21.04

-0.00

-56443.00 -20512.00 -5276.40 1929.90 5874.00 8288.50 9431.40 9055.70

-0.01

56443.00 20512.00

5276.40 -1929.90 -5874.00 -8288.50 -9431.40 -9055.70

0.01

69.48 -68.67 35.78 -7.93 0.18 -13.21 7.03 -151.83

-0.00

-56411.19 -20543.36 -5260.10 1926.17 5874.34 8280.45 9441.18 8967.08

-0.01

56474.81 20480.64 5292.70 -1933.63 -5873.66 -8296.55 -9421.62 -9144.32

0.01

-59217.38 -21584.76 -5515.68

2020.88

6167.99 8692.56 9912.01 9391.83

-0.01

59312.92 21490.44 5564.76 -2031.91 -6167.41 -8713.29 -9893.93 -9625.14

0.01

Tabel A . 5.64 Gaya Normal Rencana Struktur Dinding Berdasarkan EUROCODE No. 8 : 1988

I t Pd

(kg)

PI (kg)

1.2Pd-H.6PI (kg)

0.9Pd-t-Pe (kg)

1.05(Pd-^■0.6PI-^Pe) (kg)

0 52448.02 5920.00 72409.62 47203.22 58800.02

1 51680.02 5920.00 71488.02 46512.02 57993.62

2 44997.35 6400.00 63468.82 40497.62 50976.82

3 38314.68 6480.00 56217.62 34483.21 44262.41

4 31632.01 6160.00 48326.41 28468.81 37296.01

5 24949.34 5440.00 39795.21 22454.41 30077.61

6 18266.67 4320.00 30624.00 16440.00 22607.20

7 11584.00 2800.00 20812.80 10425.60 14884.80

8 4901.33 800.00 10361.60 4411.20 6910.40

Tabel A.5.65 Penulangan Lentur Struktur Dinding Lantai Dasar Yang Direncanakan dengan Kombinasl Pembebanan Berdasarkan EUROCODE No. 8 : 1988

TITIK As

(cm2) (cm) (qn)

fs (Kg/cm2)

fs (Kg/cm2

GAYA JARAK

(Thd 1/2 Lw) (m)

MOMEN (Thd 1/2 Lw)

(Kgm) 1

2 3 4 5 6 7 8 9 10 11

5.67 5.67 5.67 5.67 1.57 1.57 1.57 5.67 5.67 5.67 5.67

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50

0.00247 0.00193 0.00140 0.00086 -0.00012 -0.00111 -0.00210 -0.00308 -0.00362 -0.00415 -0.00468

4932 3863 2795 1726 -247 -2219 -4192 -6164 -7233 -8301 -9370

4000 3863 2795 1726 -247 -2219 -4000 -4000 -4000 -4000 -4000

22680.00 21903.29 15844.93 9786.58 -387.12

■>3484.11 -6280.00 -22680.00 -22680.00 -22680.00 -22680.00

0.435 0.370 0.305 0.240 0.120 0.000 -0.120 -0.240 -0.305 -0.370 -0.435

9865.80 8104.22 4832.70 2348.78

-46.45 0.00 753.60 5443.20 6917.40 8391.60 9865.80

TEKAN BETON 36.50 105485.00 0.34 36379.14

^Pn Pu

74828.56 45638.57 47203.22

Mn Mu

92855.78 60356.26 59312.92

Tabel A.5.66 Penulangan Lentur Struktur Dinding Lantai 1 s/d 8 Yang Direncanakan dengan Kombinasi Pembebanan Berdasarkan EUROCODE No. 8 ; 1988

TITIK As X c s fs fs GAYA JARAK MOMEN

(Thd 1/2 Lw) (Thd 1/2 Lw)

(cm2) (c m ) (c m ) (Kg/cm2) (Kg/cm2 (Kg) ^{(m )} (Kgm)

1 2.26 6.50 32.20 0.00239 4789 4000 9040.00 0.435 3932.40

2 2.26 13.00 32.20 0.00179 3578 3578 S085.47 0.370 2991.62

3 1.57 19.50 32.20 0.00118 2366 2366 3715.34 0.305 1133.18

4 1.57 26.00 32.20 0.00058 1155 1155 1813.79 0.240 435.31

5 1.57 38.00 32.20 -0.00054 -1081 -1081 -1696.77 0.120 -203.61

6 1.57 50.00 32.20 -0.00166 -3317 -3317 -5207.33 0.000 0.00

7 1.57 62.00 32.20 -0.00278 -5553 -4000 -6280.00 -0.120 753.60

8 1.57 74.00 32.20 -0.00389 -7789 -4000 -6280.00 -0.240 1507.20

9 1.57 80.50 32.20 -0.00450 -9000 ■4000 -6280.00 -0.305 1915.40

10 2.26 87.00 32.20 -0.00511 -10211 -4000 -9040.00 -0.370 3344.80

11 2.26 93.50 32.20 -0.00571 -11422 -4000 -9040.00 -0.435 3932.40

TEKAN BETON 32.20 93058.00 0.36 33794.01

Pn 71888.50 Mn 53536.31

yiPn -16727.52 ^Mn 34798.60

Pu -16512.02 Mu 21490.44

Tabel A.5.67 Tulangan Lentur Struktur Dinding Yang Direncanakan Dengan Kombinasi Pembebanan Berdasarkan EUROCODE No. 8 : 1988

Lt Mu

(Kgm)

Pu (Kg)

Tulangan 0 59312.92 47203.22 16D19+6D10 1 21490.44 46512.02 8D12+14D10 2 5564.76 40497.62 8D12+14D10 3 2031.91 34483.21 8D12+14D10 4 6167.41 28468.81 8D12+14D10 5 8713.29 22454.41 8D12+14D10 6 9893.93 16440.00 8D12+14D10 7 9625.14 10425.60 8D12+14D10

8 0.01 4411.20 8D12+14D10

Tabel A . 5.68 Penulangan Lentur Struktur Dinding Lantai 0 s/d 3 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan EUROCODE No. 8 : 1988

TITIK As

(cm2) (cm) (cm)

fs (Kg/cm2)

fs (Kg/cm2

GAYA JARAK

(Thd 1/2 Lw) (m)

WOMEN (Thd 1 / 2 L W )

(Kgm) 1

2 3 4 5 6 7 8 9 10 11

5.67 5.67 5.67 5.67 1.57 1.57 1.57 5.67 5.67 5.67 5.67

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50

0.00247 0.00193 0.00140 0.00086 -0.00012 -0.00111 -0.00210 -0.00308 -0.00362 -0.00415 -0.00468

4932 3863 2795 1726 -247 -2219 -4192 -6164 -7233 -8301 -9370

4000 3863 2795 1726 -247 -2219 -4000 -4000 -4000 -4000 -4000

22680.00 21903.29 15844.93 9786.58 -387.12 -3484.11 -6280.00 -22680.00 -22680.00 -22680.00 -22680.00

0.435 0.370 0.305 0.240 0.120 0.000 -0.120 -0.240 -0.305 -0.370 -0.435

9865.80 8104.22 4832.70 2348.78

-46.45 0.00 753.60 5443.20 6917.40 8391.60 9865.80

TEKAN BETON 36.50 105485.00 0.34 36379.14

^Pn Pu

74828.56 48638.57 47203.22

^Mn Mu

92855.78 60356.26 59312.92

Tabel A . 5.69 Penulangan Lentur Struktur Dinding Lantai 4 s/d 5 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan EUROCODE No. 8 : 1988

TITIK As X c s fs fs GAYA JARAK

(Thd 1/2 Lw)

MOMEN (Thd 1/2 Lw)

(cm2) (cm) (cm) (Kg/cm2) (Kg/cm2 (Kg) (m) (Kgm)

1 3.08 6.50 26.50 0.00226 4528 4000 12320.00 0.435 5359.20

2 3.08 13.00 26.50 0.00153 3057 3057 9414.34 0.370 3483.31

3 3.08 19.50 26.50 0.00079 1585 1585 4881.51 0.305 1488.86

4 3.08 26.00 26.50 0.00006 113 113 348.68 0.240 83.68

5 1.57 38.00 26.50 -0.00130 -2604 -2604 -4087.92 0.120 -490.55

6 0.00 50.00 26.50 -0.00266 -5321 -4000 0.00 0.000 0.00

7 1.57 62.00 26.50 -0.00402 -8038 -4000 -6280.00 -0.120 753.60

8 3.08 74.00 26.50 -0.00538 -10755 -4000 -12320.00 -0.240 2956.80

9 3.08 80.50 26.50 -0.00611 -12226 -4000 -12320.00 -0.305 3757.60

10 3.08 87.00 26.50 -0.00685 -13698 -4000 -12320.00 -0.370 4558.40 11 3.08 93.50 26.50 -0.00758 -15170 -4000 -12320.00 -0.435 5359.20

TEKAN BETON 26.50 76585.00 0.39 29667.11

Pn 43901.60 Mn 56977.21

fiPn 28536.04 ^Mn 37035.19

Pu 28468.81 Mu 36533.85

Tabel A . 5.70 Penulangan Lentur Struktur Dinding Lantai 6 s/d 8 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan EUROCODE No. 8 : 1988

TITIK As

(cm2) Jc m l Ja v H

is (Kg/cm2)

fs

(Kg/cm2

GAYA

JK S L

JARAK (Thd 1/2 Lw)

(m)

MOMEN (Thd1/2Lw) ___ _________

1 2 3 4 5 6 7 8 9 10 11

2.26 2.26 1.57 1.57 1.57 1.57 1.57 1.57 1.57 2.26 2.26

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

21.50 21.50 21.50 21.50 21.50 21.50 21.50 21.50 21.50 21.50 21.50

0.00209 0.00119 0.00028 -0.00063 -0.00230 -0.00398 -0.00565 -0.00733 -0.00823 -0.00914 -0.01005

4186 2372 558 -1256 -4605 -7953 -11302 -14651 -16465 -18279 -20093

4000 2372 558 -1256 -4000 -4000 -4000 -4000 -4000 -4000 -4000

9040.00 5360.93 876.28 -1971.63 -6280.00 -6280.00 -6280.00 -6280.00 -6280.00 -9040.00 -9040.00

0.435 0.370 0.305 0.240 0.120 0.000 -0.120 -0.240 -0.305 -0.370 -0.435

3932.40 1983.54

267.27 -473.19 -753.60 0.00 753.60 1507.20 1915.40 3344.80 3932.40

TEKAN BETON 21.50 62135.00 0.41 25389.91

^Pn Pu

25960.58 16874.38 16440.00

^Mn Mu

41799.73 27169.83 24179.11

Tabel A . 5.71 Tulangan Lentur Struktur Dinding Yang Direncanakan Dengan Pemutusan Tulangan Berdasarkan EUROCODE No. 8 : 1988

LT Mu

(Kgm)

Pu (Kg)

Tulangan 0 59312.92 47203.22 16D19+6010 1 55065.98 46512.02 16019+6010 2 48888.60 40497.62 16D19+6010 3 42711.23 34483.21 16D19+6010 4 36533.85 28468.81 16014+4010 5 30356.48 22454.41 16014+4010 6 24179.11 16440.00 8012+14010 7 18001.73 10425.60 8012+14010 8 11824.36 4411.20 8012+14010

Tabel A . 5.72 Gaya Geser Rencana Struktur Dinding Berdasarkan EUROCODE No. 8 : 1988

Lt Vd

(KN) -0.22

0.17 -0.07 0.01 -0.03 0.06 -0.34 0.31

(KN)

-0.11 0.08

-0.03 0.01 -0.00 -0.01 -0.05 0.07

Ve.ki (KN) 112.29

47.61 22.52 12.33 7.55 3.57 -1.18 -28.30

Ve.ka

(KN)

-112.29 -47.61 -22.52 -12.33 -7.55 -3.57 1.18 28.30

1.2Vd-H.6VI (KN)

-0.43 0.33 -0.14 0.03 -0.04 0.06 -0.50 0.47

0.9Vd+Ve E.ki (KN) 112.09

47.76 22.46 12.34 7.52 3.63 -1.48 -28.02

E.ka (KN) -112.49

-47.46

-22.58 -12.31 -7.57 -3.52 0.87 28.57

1.05(Vd-fa.6VI-t-Ve) E.ki

(KN)

E,ka (KN) 117.61

50.22 23.55 12.96 7.89 3.81 -1.63 -29.35

-118.20 -49.77 -23.74 -12.92 -7.96 -3.69 0.84

30.08

Vu (KN)

118.20

50.22 23.74

12.95 7.95 3.8*

1.63

30.0S

Tabel A . 5.73 Penulangan Geser Rencana Struktur Dinding Yang

Direncanakan Dengan Kombinasi Pembebanan

Dalam dokumen PERENCANAAM STRUKTUR HIBRID DIMANA 50 % BEBAN LATERAL DIPIKUL OLEH STRUKTUR DINDING. Jenis Bangunan yang direncanakan adalah (Halaman 46-64)