Bab v Desain Dan Analisis Kolom

PERANCANGAN STRUKTUR BANGUNAN GEDUNG TAHAN GEMPA

2014

APRINA

FAUZAN

BAYU

BAB V

DESAIN DAN ANALISIS KOLOM

5.1 Pembebanan

5.1.1 Gaya AksialKolom

UntukLantai 1-3

Pu,k (max) = 737,50.353kNDenganΔο (kN) arah X = 0,0026 mm danarah Y = 0,0088 mm

Vu arah X dan Y = 202,601kN

L = 4 m

MakaQ,Kn/m = Pux oVu x Lc

Q portal X = 737,50.353 x 0,0026

202,6 x 4

=0,08> 0,05 (portalbergoyang)

Q portal Y = 737,50.353 x 0,0088

202,6 x 4

=0,272< 0,05 (portal bergoyang)

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Tabel 5.1Perhitungan Gaya Aksial Portal Arah Xdan Y

Portal Lantai Jenis Kolom

Kolom Tengah Kolom Tepi Gaya Aksial MaksimumPuK PnK PuK PnK PuK,maks PnK,maks

Portal X

Lantai 1-3

K1737,50.35

38108.23

6 - -737,50.35

3 8108.236

K23062,5.49

34728.45

13694.00

7 5683.087 3694.007 5683.087

Lantai 4-6

K1 3506.4035394.46

6 - - 3506.403 5394.466

K2 2088.6963213.37

92498.69

6 3844.148 2498.696 3844.148

Lantai 7-9

K1 1926.9302964.50

8 - - 1926.930 2964.508

K2 1156.3111778.94

01493.01

9 2296.952 1493.019 2296.952Lantai

10K1 380.536 585.441 - - 380.536 585.441K2 238.781 367.355 432.459 680.322 432.459 680.322

Portal Y

Lantai 1-3

K1 4678.3457197.45

45633.55

8 8667.012 5633.558 8667.012

K2 3704.9495699.92

14474.14

1 6883.294 4474.141 6883.294

Lantai 4-6

K1 3157.5364857.74

73776.01

8 5809.259 3776.018 5809.259

K2 2455.4353777.59

32980.56

2 4562.403 2980.562 4562.403

Lantai 7-9

K1 1740.1582677.16

62157.15

0 3318.692 2157.150 3318.692

K21346.562,

52071.80

01751.03

9 2693.906 1751.039 2693.906

Lantai 10

K1 371.230 571.123 430.962 663.019 430.962 663.019

K2 295.598 454.780 697.9711062,5.80

1 697.9711062,5.80

1

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5.1.2 MomenUltimitKolom

Pu,k (max) = 737,50.353kN

Lantai 1-3 (Kolom K1)

Mu = 930.915Kn-m

Mn =Mu0,8

=930.915

0,8

=1163.644 kN-mPu = 737,50.353kN

Pn = Mu0,8

= 930.915

0,8

= 8108.236kN

SyaratPn>0,1 x Ag x f'c = 0.1 x (600x800) x 25 =1200000 N = 12000 kN

12000 kN>877,5 kN (OK)

JadinilaiPupakaiadalah 12000 kN

Tabel 5.2 Data Momen Ultimit Kolom

Portal Lantai Jenis KolomKolom Tengah Kolom Tepi Momen Maksimum

MuK MnK MuK MnK MuK MnK

Portal X

Lantai 1-3

K1 930.915 1163.644 - - 930.915 1163.644K2 320.815 401.019 171.451 214.314 320.815 401.019

Lantai 4-6

K1 956.440 1195.550 - - 956.440 1195.550K2 320.815 401.019 171.451 214.314 320.815 401.019

Lantai 7-9

K1 822.893 1028.617 - - 822.893 1028.617K2 320.815 401.019 171.451 214.314 320.815 401.019

Lantai 10

K1 490.939 613.674 - - 490.939 613.674K2 185.469 231.836 105.625 132.031 185.469 231.836

Portal Y

Lantai 1-3

K1 947.309 1184.136 751.268 939.085 947.309 1184.136K2 939.902 1174.877 746.823 933.529 939.902 1174.877

Lantai 4-6

K1 947.309 1184.136 751.268 939.085 947.309 1184.136K2 939.902 1174.877 746.823 933.529 939.902 1174.877

Lantai K1 817.760 1022.200 628.436 785.545 817.760 1022.200

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7-9 K2 811.119 1013.899 624.718 780.897 811.119 1013.899Lantai

10K1 614.207 767.758 504.023 630.029 614.207 767.758K2 609.612 762.015 501.041 626.301 609.612 762.015

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5.1.3 Rekapitulasi Gaya Geser

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5.2 Kolom

5.2.1 Tulangan Lentur

Dipakai ø25tulanganpokok (mm)

A1Φ = ¼ x π x 252

= 490,625 mm2

Jumlahbatang = As (SAP)/A1Φ

= 4026,211/ 490,625

= 10,591 di pakai 16 batang

øtulsengkang = 12 mm

Pb = 50 mm

Ag = b . h

= 600 . 800

= 1200000 mm2

Asada = n x A1Φ

= 16 x 490,625

= 6082,123 mm2

% = (As ada/Ag)x 100

= (6082,123/ 390000)x 100

= 1,56 %

Dipakaitulangan16D22

Sn = 1,5 x D22

= 1,5 x 22

= 33 mm

Snpakai = 40 mm

ds1 = Pb + ø sengkang + (ø22/2)

= 50+ 12 + (22/2)

= 62,5 mm

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ds2 = Snpakai + Φ22

= 40+ 22

= 62

m = (600-(2xds1))/(Snpakai + ø22)

= (600-(2x72))/(40 + 22)

= 7,0

Tabel 5.3 Desain Tulangan Kolom

Lantai

Jenis Kolo

m

Ukuran b/ht (mm)

Portal

Momen (kNm) Gaya Aksial (kN)

Tulangan

Tulangan Sengkang

Beam Column Joint

Ultimate Nominal Ultimate

Nominal

Sendi Plastis

Luar Sendi Plastis

Horizontal Vertikal

Lantai 1-3

K1 600 X 800

Portal Arah X 930.91484 1163.64355

737,50.353

42

8108.23604 9 D25

3P10 - 100

3P10-200

4P10-30

4P10-150

Portal Arah Y 947.30887 1184.13609 5633.

55768667.01169 7 D25

K2 550 X 750

Portal Arah X 320.81504 401.018804 3694.

00677

5683.0862,

545 D25

3P10 - 100

3P10-300

4P10-30

4P10-125

Portal Arah Y 939.90187 1174.8762,

534474.1413

6883.2943 7 D25

Lantai 4-6

K1 600 X 800

Portal Arah X 956.43989 1195.54987 3506.

402745394.48075 6 D25

3P10 - 100

3P10-250

4P10-30

4P10-150Portal

Arah Y 947.30887 1184.13609 3776.01817

5809.25872 5 D25

K2 550 X 750

Portal Arah X 320.81504 401.018804 2498.

695993844.14767 5 D25

3P10 - 100

3P10-300

4P10-30

4P10-125Portal

Arah Y 939.90187 1174.8762,53

2980.56202

4562.4031 5 D25

Lantai 7-9

K1 600 X 800

Portal Arah X 822.8934 1028.61675 1926.

930422964.50834 5 D25

3P10 - 100

3P10-300

4P10-30

4P10-150Portal

Arah Y 817.75969 1022.19961 2157.14975

3318.69192 5 D25

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K2 550 X 750

Portal Arah X 320.81504 401.018804 1493.

018782296.95197 5 D25

3P10 - 100

3P10-300

4P10-30

4P10-125Portal

Arah Y 811.11925 1013.89906 1751.03915

2693.90638 5 D25

Lantai 10

K1 600 X 800

Portal Arah X 490.93923 613.674034 380.5

36486585.440747 5 D25

3P10 - 100

3P10-300

4P10-50

4P10-150Portal

Arah Y 614.20667 767.758343 430.962281

663.018895 5 D25

K2 550 X 750

Portal Arah X 185.46894 231.836177 432.4

593680.3

22 5 D253P10 -

1003P10-300

4P10-50

4P10-125Portal

Arah Y 609.61172 762.014802 697.9707

1062,5.801

085 D25

5.2.2 Tulangan Geser

Lantai 1-3

Bukan sendi plastis

f’c = 25 MPa

fy = 360 MPa

β1 = 0,85

ES = 200000 MPa

εcu = 0,003

εy = 0,002

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b = 400 mm = 0,40 m

h = 800 mm = 0.8 m

øsengkang = 10 mm

pb = 0,50 m

Table 5.4Ukuran Dimensi

Data b (m) h (m) L (m)B1 0.3 0.5 6

B1 Atap 0.25 0.5 6B2 0.35 0.6 8

B2 Atap 0.3 0.6 8B3Atap 0.25 0.4 5B1anak 0.2 0.4 6B2anak 0.2 0.4 5

K1 0.6 0.80 K2 0.3 0.3

Mkap K1 = Me.1,250,8 .1,6

= 605 .1,250,8 .1,6

= 947,3088 kNm

Mkap K2 = Me.1,250,8 .1,6

= 605 .1,250,8 .1,6

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= 947,3088 kNm

1. Kolom Tepi

αa =

1h2

1h1

+ 1h2

=

14

14+ 1

4

= 0,5

αb =

1h1

1h1

+ 1h2

=

14

14+ 1

4

= 0,5

Ma = h1 'h1

x αa x¿

= 4−0,6

4x0,5 x ( 8

7,4x 963,201)

= 442,552 kNm

Mb = h1 'h1

x αb x¿

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= 4−1

2x0,6

4x0,5 x ( 8

7,4x 963,201)

= 481,6 kNm

Table 8.7 Data K1 Tepi Arah Y

Kolom Tepi

Lantai 1 Lantai 2-6 Lantai 7

Satua

n

h1 4 4 4 m

h2 4 4 0 m

αa 0.5 0.5

αb 0.5 0.5 1

Lb,ki 8 8 8 m

Lb eff,ki 7.4 7.4 7.4 m

Mpr-,ki

963.20

1 514.792 443.702 kNm

Ma

442.55

2 236.526 kNm

Mb 481.6 257.396 443.702 kNm

Table 8.8 Data K1 Tepi Arah X

Kolom Tepi

Lantai 1 Lantai 2-6 Lantai 7 Sat

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h1 4 4 4 m

h2 4 4 0 m

αa 0.5 0.5

αb 0.5 0.5 1

Lb,ki 6 6 6 m

Lb eff,ki 5.4 5.4 5.4 m

Mpr-,ki 502.101 214.450 214.450 kNm

Ma 244.077 104.247 kNm

Mb 261.511 111.693 223.386 kNm

Table 8.9 Data K2 Tepi Arah Y

Kolom Tepi

Lantai 1 Sat

h1 4 m

h2 m

∂a

∂b 1

Lb,ki 5 m

Lb eff,ki 4.7 m

Mpr-,ki 119.6491 kNm

Ma kNm

Mb 119.3309 kNm

Table 8.10Data K2 Tepi Arah X

Kolom Tepi

Lantai 1 Sat

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h1 4 m

h2 m

∂a

∂b 1

Lb,ki 6 m

Lb eff,ki 5.7 m

Mpr-,ki 214.450 kNm

Ma kNm

Mb 211.629 kNm

2. Kolom Tengah

αa =

1h2

1h1

+ 1h2

=

14

14+ 1

4

= 0,5

αb =

1h1

1h1

+ 1h2

=

14

14+ 1

4

= 0,5

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Ma = h1 'h1

x αa x¿

= 4−0,6

4x0,5 x ( 8

7,4x 963,201+ 8

7,4x 400,488)

= 626,56 kNm

Mb = h1 'h1

x αb x¿

= 4− 1

2x0,6

4x0,5 x ( 8

7,4x 963,201+ 8

7,4x 400,488)

= 681,845 kNm

Table 8.11Data K1 Tengah

Kolom Tengah

Lantai 1 Lantai 2-6 Lantai 7Satua

nh1 4 4 4 mh2 4 4 0 mαa 0.5 0.5αb 0.5 0.5 1

Lb,ki 8 8 8 mLb eff,ki 7.4 7.4 7.4 mLb, ka 8 8 8 m

Lb eff,ka 7.4 7.4 7.4 m

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Mpr-,ki 963.201 514.792 443.702 kNmMpr+,

ka 400.488 281.9189 233.427 kNmMa 626.56 366.056 kNmMb 681.845 398.356 677.129 kNm

Table 8.12Data K2 Tengah

Kolom TengahLantai 1 Satuan

h1 4 mh2 mαa

αb 1Lb,ki 6 m

Lb eff,ki 5.7 mLb, ka 6 m

Lb eff,ka 5.7 m

Mpr-,ki214.450

2 kNm

Mpr+, ka125.290

8 kNmMa

Mb335.270

7 kNm

8.1.1. Flowchart DesainTulangan Geser Kolom

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Gambar 8.5Tahapan Geser Kolom

8.1.2. DesainTulanganGeserKolom

Perhitungan K1 Tengah

VU =Mu.ka+M u.kbH lantai . netto

= 947,3088+681,645

4

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= 504,643kN

Vs =Vu∅

=504,643

0,75

= 438,9891 kN

Dalamsendiplastis

Dipakaitulangansengkang 2-kaki D12

As1 = ¼ x π x D2

= ¼ x π x 122

= 78,5398 mm2

z = 62,5 mm

d = 600-62,5 = 737,5 mm

s =n x As× fy×d

Vs

=2x 78,5398×240×737,5

438,9891 x 1000

= 142,5023 mm

Pakai D12 = 60 mm

dipakai P12-60

Luarsendiplastis

Vc =(1+ Pu14. Ag ) x 1

6x √ fç xb x d

=(1+ 6684,649 x 100014.600 .800 ) x 1

6x √25 x 600 x 737,5 x 10−3

= 309,5018 kN

Vs1 =Vu∅

−Vc

=504,643

0,75 – 309,5018

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= 438,9891 kN

Pakai P12 = 150 mm

dipakai P12-150

Table 8.13Tulangan Geser K1 TepiArah Y

Tul Geser Kolom TepiLantai 1 Lantai 2 Lantai 3-6 Lantai 7

Vu 302.191 174.987 123.481 170.057 kNVs 402.921 233.316 164.641 226.743 kNfy 240 240 240 240 Mpaf'c 22.5 22.5 22.5 22.5

Sendi Plastis Sendi Plastis Sendi Plastis Sendi PlastisØ TS 12 12 12 12 mmKaki 2 2 2 2Ass 113.097 113.097 113.097 113.097 mm2

z 62,5 62,5 62,5 62,5 mmd 737,5 737,5 737,5 737,5 mms 71.004 122.620 162,5.767 126.174 mm

Pakai jarak 70 120 150 120 mm D12-70 D12-120 D12-150 D12-120

s>2,5cm OK OK OK OK SNI 03-

2847-2002

s<=bc/4 OK OK OK OK

s<=6*φpokok OK OK OK OK

Luar Sendi Plastis Luar Sendi Plastis Luar Sendi Plastis Luar Sendi Plastis Vc 556.025 513.772 441.972 286.082 kNVs1 -153.104 -280.456 -277.331 -59.340 kN

Pakai jarak 150 150 150 150 mmD12-150 D12-150 D12-150 D12-150


2847-2002

s<=bc/4 OK OK OK OK


Table 8.14Tulangan Geser K1 TepiArah X

Tul Geser Kolom TepiLantai 1 Lantai 2 Lantai 3-6 Lantai 7

Vu 247.169 88.942 53.985 81.908 kN

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Vs 329.558 118.590 71.980 109.211 kNfy 240 240 240 240 Mpaf'c 22.5 22.5 22.5 22.5 Sendi Plastis Sendi Plastis Sendi Plastis Sendi Plastis

Ø TS 12 12 12 12 mmKaki 2 2 2 2Ass 113.097 113.097 113.097 113.097 mm2

z 62,5 62,5 62,5 62,5 mmd 737,5 737,5 737,5 737,5 mms 86.810 241.244 397.460 261.962 mm

Pakai jarak 80 150 150 150 mm D12-80 D12-150 D12-150 D12-150


2847-2002

s<=bc/4 OK OK OK OK


Luar Sendi Plastis Luar Sendi Plastis Luar Sendi Plastis Luar Sendi Plastis Vc 556.025 513.772 441.972 286.082 kNVs1 -226.467 -395.182 -369.992 -176.872 kN



2847-2002

s<=bc/4 OK OK OK OK


Table 8.15Tulangan Geser K2 TepiArah Y

Tul Geser Kolom TepiLantai 1

Vu 74.905 kN

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Vs 99.862,5 kNfy 240 Mpaf'c 22.5 Mpa

Sendi Plastis Ø TS 12 mmKaki 2 Ass 113.097 mm2

z 62,5 mmd 227 mms 123.387 mm

Pakai jarak 75 mmD12-75

s>2,5cm OK SNI 03-2847-2002

s<=bc/4 OKs<=6*φpokok OK

Luar Sendi Plastis Vc 60.444 kNVs1 39.429 kN


s>2,5cm OK SNI 03-2847-2002

s<=bc/4 75s<=6*φpokok OK

Table 8.16Tulangan Geser K2 TepiArah X

Tul Geser Kolom TepiLantai 1

Vu 97.979 kN

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Vs 130.639 kNfy 240 Mpaf'c 22.5 Mpa


z 62,5 mmd 227 mms 94.329 mm


s>2,5cm OK SNI 03-2847-2002




s>2,5cm OK SNI 03-2847-2002

s<=bc/4 75s<=6*φpokok OK

Table 8.17Tulangan Geser K1 Tengah

Tul GeserLantai 1 Lantai 2 Lantai 3-6 Lantai 7

Vu 352.252 256.229 191.103 260.796 kN

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Vs 469.669 341.638 254.804 347.729 kNfy 240 240 240 240 Mpaf'c 22.5 22.5 22.5 22.5 MpaSendi Plastis Sendi Plastis Sendi Plastis Sendi Plastis

Ø TS 12 12 12 12 mmKaki 2 2 2 2 Ass 113.097 113.097 113.097 113.097 mm2

z 62,5 62,5 62,5 62,5 mmd 737,5 737,5 737,5 737,5 mms 60.913 83.741 112.279 82.274 mm


s>2,5cm OK OK OK OK SNI 03-2847-2002

s<=bc/4 OK OK OK OKs<=6*φpokok OK OK OK OK

Luar Sendi Plastis Luar Sendi Plastis Luar Sendi Plastis Luar Sendi Plastis Vc 556.025 513.772 441.972 286.082 kNVs1 -86.356 -172.133 -187.168 61.646 kN


s>2,5cm OK OK OK OK SNI 03-2847-2002

s<=bc/4 OK OK OK OKs<=6*φpokok OK OK OK OK

Table 8.18Tulangan Geser K2 Tengah

Tul Geser Kolom TengahLantai 1

Vu 128.890 kNVs 171.853 kN

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fy 240 Mpaf'c 22.5 Mpa


z 62,5 mmd 227 mms 71.707 mm


s>2,5cm OK SNI 03-2847-2002




s>2,5cm OK SNI 03-2847-2002


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5.2.1 Tulangan Lentur

Grafik Mn – Pn yang akan dibuat mengambil nilai berbagai rasio tulangan (% Ag)

disesuaikan dengan perkiraan kebutuhan tulangan untuk satu kolom. Berikut akan

diberikan contoh perhitungan tulangan lentur :

f’c = 25 MPa

fy = 400 MPa

β1 = 0,85

ES = 200000 MPa

εcu = 0,003

εy = 0,002

b = 0,60 m

h = 0,8 m

Фtul.pokok = 0,25 m

Фsengkang = 0,10 m

pb = 0,40 m

d’ = 0,063 m

d = 0,62,57 m

h = 0,8 – 0,063

= 0,62,57 m

Tiap 1 sisidipakaitulangan (n)= 6,

As =A1 x n100

=490,625 x6

100

=29,438cm2

As’ = As = 29,438cm2

ρ total = As totalb x h

= 2x 29,438

60 x 80

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= 0,0012

ρ=ρ' (%) = 0,0012 x 0,5 = 0,006

Kondisipatahberimbang (balance)

Cb =|

∑ cu

∑ cu+∑ y|×h

=| 0 ,0030 ,003+0 ,002

|×0 ,737

= 0,4425 m

a = Cbx 0,85

= 0,4425 x 0,85

= 0,3761 cm

∑s' = |c−d '

c|×Σcu

= |44 ,25−7,344 ,25

|×0 ,003

= 0,378>εy (Baja desaksudahleleh)

fstarik>fy>400 Mpa, fstarik.pakai = 400 MPa

Cc =[0,85 x f ' c x ax b ]=[ 0,85×25×36,71×600 ]

=479559,37 kg

= 4795,5937 kN

Cs =[ A s'× ⟨ fsdesak . pakai−(0,85× f ' c ) ⟩]

=[29,438× ⟨400−(0,85×25 ) ⟩ ]=111494,53 kg

= 1114,9453 kN

Ts = As x fstarikpakai

=29,438 x 400

=117750 kg

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= 1177,5 kN

Pn = (Cc + Cs – Ts)/1000

= (479559,37+ 111494,53– 93506,49)/1000

= 462,5,3039ton

= 462,53,039kN

Mn ={⌈Cc×( h2− β1×C2 )⌉+[Cs×( h2−d ' )]+[Ts×( h2−d ' )]}

=

{⌈ 479559,37×( 802

−29,4272 )⌉+[111494,53×( 80

2−62,5)]+[117750×( 80

2−62,5)]}

/105

= 179,0066 tm

= 1790,066 kNm

e =MnPn

=1790,066

462,53,039

=0,378m

Kondisipatahdesak (C’>1)

Padakondisipatahdesaknilai C >Cb, makadigunakanfactorpengali = 1,1

C = 1,1 Cb = 1,1 44,25 = 811,25 cm = 8,1125 m

a = 0,85 x C = 0,85 x 811,25= 65,7518 cm = 0,657518 m

Ɛs' = (h−C' )C

x Ɛ s= -0,00027<εy ( belumleleh )

Cc =[0,85 x f ' c x ax b ]

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=[ 0,85×25×68,96×600 ]

=378871,2 kg

= 788,712 kN


=[29,438× ⟨400−(0,85×25 ) ⟩ ]=111494,53 kg

= 1114,9453 kN

Ts =As ×fstarik . pakai

=29,438 x -545

=-16056,8kg

= -160,56 kN

Pn =Cc + Cs – Ts

=(378871,2 + 111494,53+16056,8)/1000

=1006,744ton

= 10067,44 kN


=

{⌈ 378871,2×(802

−68,962 )⌉+[111494,53×( 80

2−62,5)]+[−16056,8×( 80

2−62,5)]}

/105

= 80,758 tm

= 807,58 kNm

e =MnPn

× 100

=807,58

10067,44×100

=8,02 cm

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= 0,0802 m

Kondisipatahtarik (C’<1)

Padakondisipatahtariknilai C <Cb, makadigunakanfaktorpengali = 0,9

C = 0,9 Cb = 0,9 44,25 = 663,75mm = 6.6375cm

a = 0,85 x C = 0,85 x 663,75 = 564.1875mm = 5,642cm

Ɛs' = (C−d ')C

x Ɛ s=¿0,000333>Ɛy ( belumleleh )

fsdesak= fy = 400 MPa

fsdesak>fy> 400 Mpa, fsdesak.pakai = 400 MPa

Cc =[0,85× f ' c xb x a ]=[ 0,85×25×26,4840×600 ]

=719340 kg

=7193,4 kN


=[29,438× ⟨400−(0,85×25 ) ⟩ ]=111494,53 kg

= 1114,9453 kN


=29,438 400

=1177520kg

= 196.25 kN

Pn =Cc + Cs – Ts

=(719340+ 111494,53 - 1177520)/1000

= 305,536 ton

= 3055,36 kN


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=

{⌈ 719340×( 802

−26,4842 )⌉+[111494,53×( 80

2−62,5)]+[1177520×( 80

2−62,5)]}

/105

=129,07 tm

= 1290.7kNm

e =MnPn

× 100

=129,07

305,536×100

=15,91 cm

= 0,1591 m

KondisiMn = 0

Pn = (0,85 x f’c x b x h) +( (As + As’) x (fy – (0,85 x f’c))/1000

= (0,85.25.60.80) +((29,438+29,438) x (400 – (0,85.25))/1000

= 1243 ton

= 12430 kN

Mn = 0

KondisiPn = 0

As = As’ =29,438 cm2

JadiKontrolbajadesakbelumlelehsedangkanbajatariksudahleleh.

Cc = 0,85 x f’c x b x a

= 0,85 x 25 x 60 x a

= 12750 a

Cs = (2000000a–90000000)/a

Ts = As’ x fy = 29,438 x 400 = 1177520 kg = 11775,20 kN

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Keseimbangangaya horizontal

a = 6,5752 cm = 0,065752 m

C = a/β1

= 6,5752/0,85

= 7,62,5553 cm = 0,062,5553 m

Ɛs'= 0,0005761<Ɛy ( belumleleh )

Fsdesak = Ɛ cu×Es '=0,0005761×200000 = 115,21782 MPa

Cc = [0,85×f ' c x ax b ]= [ 0,85×25×6,5752×60 ]

= 838328N

= 8383,28 kN


=29,438 115,21782

=339172N

=3391,72 kN

Mn ={⌈Cc×(h− β1×C2 )⌉+[Ts× (h−d ' ) ]}

={⌈ 838328×(57,7−6,57522 )⌉+[339172× (57,7−62,5 ) ]}/¿105

=819,65kN-m

Kondisitarikmurni

Pt = (as+as' ) x fy1000

=(29,438+29,438 ) x 400

1000

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= -2355 kN

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Table 8.4 Kontrol Momen K1 arah Y

n= 4 n= 5 n= 6

factor Pn Mn Pn Mn Pn Mn

Mn=0 11686.59 0 12058.2 0 12429.89 0 12801.54

Compression failure

1.1 9642.264 700.2138

9854.85

753.8975 10067.44

807.5812 10280.02

1862,55.95

3 942.727 8921.78

1005.443 9107.602

1068.158 9293.426

0.9 7805.854 1143.165

7958.97

1216.919 8112.086

1290.674 8265.202

0.8 6843.047 1304.537

6955.28

1392.091 7067.508

1479.645

7179.62,5

0.7 5833.513 1431.576

5893.18

1536.871 5952.84

1642.166 6012.504

balance 0.6 4753.891 1532.166

4743.46

1661.116

462,53.039

1790.066 4722.613

Tension failure

0.5 3996.328 1502.107

3996.33

1634.575 3996.328

1767.044 3996.328

0.4 3197.062 1407.868

3197.06

1540.337 3197.062

1672.806 3197.062

0.3 2397.797 1263.526 2397.8 1395.99

5 2397.7971528.46

3 2397.797

Pn=0 0 554.5342 0 687.238

4 0819.647

5Tarik Murni, PT -1570 0 -1962.5 0 -2355 0 -2747.5

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5.2.2 TulanganGeserKolom

Perhitungan K1

VU =Mu.ka+M u.kbH lantai . netto

= 947,3088+947,3088

4

= 504,643kN

Vs =Vu∅

=504,643

0,75

= 438,9891 kN

Sendi Plastis

Dipakaitulangansengkang 3-kaki D10

As1 = ¼ x π x D2

= ¼ x π x 102

= 78,5398 mm2

z = 62,5 mm

d = 800-62,5 = 737,5 mm

s =n x As× fy×d

Vs

=2x 78,5398×240×737,5

438,9891 x 1000

= 142,5023 mm

Pakai D10 = 100 mm

dipakai P10-100

Luarsendiplastis

Vc =(1+ Pu14. Ag ) x 1

6x √ fç xb x d

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=(1+ 6684,649 x 100014.600 .650 ) x 1

6x √22,5 x 600 x 737,5 x 10−3

= 309,5018 kN

Vs1 =Vu∅

−Vc

=504,643

0,75 – 309,5018

= 438,9891 kN

Pakai P10 = 200 mm

dipakai 3P10-200

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5.3 Rekapitulasi Penulangan

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Bab v Desain Dan Analisis Kolom

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