TUGAS

I. Perhitungan kuda-kuda Tipe Rangka

1) . Keterangan Kuda – Kuda

1. Bentang kuda-kuda = 7200 meter

2. Tingi kuda-kuda = 2700 meter

3. jarak antar kuda-kuda = 3600 meter

4. Sudut kemiringan = 36,870 0

5. Berat profil = 0,070 KN/m

Berat alat sambung = 10 % dari berat total kuda-kuda

6. Tekanan tiup angin = 0,25 KN/m

2) . Penutup Atap dan Langit – Langit

1. Berat penutup atap = 0,500 KN/m2

2. Gording = 0,058 KN/m

3. Langit – langit = 0,200 KN/m2

Perhitungan Pembebanan

(rad) = 0.644

x (m) = 0.9 1000

y (m) = 0.675 atas bawah

jumlah joint = 16 9 9

jumlah batang = 29 39.182 (total panjang batang)

L-miring = 1.125 1.125

q – PA (KN/m) = 1.800 2.025

q – Pif (KN/m) = 0.720

q – AH (KN/m) = 0.378

q – Wind (KN/m) = 0.304 0.360

( tekan ) (hisap)

DATA PEMBEBANAN MASING – MASING TITIK BUHUL

No joint

Beban oleh

Berat sendiri

Penutup atap

Berat gording

Berat plafon

Air hujan

Berat orang

(KN) (KN) (KN) (KN) (KN) (KN)

A 0,189 3,263 0,207 0,324 0,685 1,000

B 0,189 2,025 0,207 0,000 0,473 1,000

C 0,189 2,025 0,207 0,000 0,473 1,000

D 0,189 2,025 0,207 0,000 0,473 1,000

E 0,189 2,025 0,415 0,000 0,473 1,000

F 0,189 2,025 0,207 0,000 0,473 1,000

G 0,189 2,025 0,207 0,000 0,473 1,000

H 0,189 2,025 0,207 0,000 0,473 1,000

I 0,189 3,263 0,207 0,324 0,685 1,000

J 0,189 0,000 0,000 0,648 0,000 1,000

K 0,189 0,000 0,000 0,648 0,000 1,000

L 0,189 0,000 0,000 0,648 0,000 1,000

M 0,189 0,000 0,000 0,648 0,000 1,000

N 0,189 0,000 0,000 0,648 0,000 1,000

O 0,189 0,000 0,000 0,648 0,000 1,000

P 0,189 0,000 0,000 0,648 0,000 1,000

No Nilai beban

jointMati Hidup

Beban angin

Dari kiri Dari kanan

(D) (L) Vertikal Horisontal Vertikal Horisontal

A -3,982 -1,000 -0,440 0.330 0.522 -0.392

B -2,421 -1,000 -0,273 0.205 0.324 -0.243

C -2,421 -1,000 -0,273 0.205 0.324 -0.243

D -2,421 -1,000 -0,273 0.205 0.324 -0.243

E -2,629 -1,000 0,025 0,224 -0,025 -0,224

F -2,421 -1,000 0.324 0.243 -0.273 -0.205

G -2,421 -1,000 0.324 0.243 -0.273 -0.205

H -2,421 -1,000 0.324 0.243 -0.273 -0.205

I -3,982 -1,000 0.522 0.392 0.440 -0.330

J -0,837 0.000 0.000 0.000 0.000 0.000

K -0,837 0.000 0.000 0.000 0.000 0.000

L -0,837 0.000 0.000 0.000 0.000 0.000

M -0,837 0.000 0.000 0.000 0.000 0.000

N -0,837 0.000 0.000 0.000 0.000 0.000

O -0,837 0.000 0.000 0.000 0.000 0.000

P -0,837 0.000 0.000 0.000 0.000 0.000

a. Perhitungan gaya batang karena beben mati

∑Mb = 0

RAVx7.2 =

(3.982x7.2)+(3.258x6.3)+(3.258x5.4)+(3.258x4.5)+(3.465x3.6)+(3.258x2.7)+

(3.258x1.8)+(3.258x0.9)

RAV =

= 15.4885 kN

∑Ma = 0

RBVx7.2 =

(3.982x7.2)+(3.258x6.3)+(3.258x5.4)+(3.258x4.5)+(3.465x3.6)+(3.258x2.7)+

(3.258x1.8)+(3.258x0.9)

RBV =

= 15.4885 kN

Check

∑v = 0

RAV+RBV = ∑beban mati

15.4885+15.4885 = 3.982+3.258+3.258+3.258+3.465+3.258+3.258+3.258+3.982

111.5208 kN = 111.5208 kN ............ok

Buhul A

∑v = 0

P1 Sin α - 3.982 + RAV = 0

P1 Sin α = - 15.4885 + 3.982

P1 =

= - 19.178 kN

∑h = 0

P1 Cos α + P9 = 0

P9 = - (-19.178) Cos α

= 15.342 kN

Buhul B

∑h = 0

P2 Cos α – P1 Cos α = 0

P2 =

P2 = P1

= - 19.178 kN

∑v = 0

P2 Sin α – 2.421 – P17 – P1 Sin α = 0

– 19.178 Sin α – 2.421 – (- 19.178 Sin α) = P17

P17 = - 2.421 kN

Buhul J

∑v = 0

P18 Sin α + P17 – 0.837 = 0

P18 Sin α = - (-2.421) + 0.837

P18 =

= 3.916 kN

∑h = 0

P10 + P18 Cos α – P 9 = 0

P10 = - (3.916 Cos α) + 15.342

= 13.170 kN

Buhul K

∑v = 0

P19 - 0.837= 0

P19 = 0.837 kN

∑h = 0

P11 – P10 = 0

P11 = 13.170 kN

Buhul C

∑v = 0

P3 Sin 36.87 – 2.421 – P19 – P2 Sin 36.87 – P18 Cos 33.66 – P20 Cos 33.66 = 0

P3 Sin 36.87–P20 Cos 33.66 = 2.421+0.837+(-19.178) Sin 36.87+3.916 Cos 33.66

P3 Sin 36.87 = – 4.990 + P20 Cos 33.66

P3 =

= – 8.317 + 1.387 P20

∑h = 0

P20 Sin 33.66 + P3 Cos 36.87 – P2 Cos 36.87 – P18 Sin 33.66 = 0

P20 Sin 33.66+(-8.317+1.387 P20)Cos 36.87 = (-19.178)Cos 36.87+3.916 Sin 33.66

P20 Sin 33.66 – 6.654 + 1.110 P20 = - 13.171

1.664 P20 = -13.171 + 6.654

P20 =

= - 3.916 kN

P3 = – 8.317 + 1.387 P20

= – 8.317 + (1.387 x (-3.916))

= – 13.748 kN

TABEL GAYA BATANG AKIBAT BEBAN MATI

No BATANGPANJANG BATANG

L ( m)

GAYA BATANG AKIBAT BEBAN MATI ( kN )

1 1,125 -19,178

2 1,125 -19,178

3 1,125 -13,748

4 1,125 -13,748

5 1,125 -13,748

6 1,125 -13,748

7 1,125 19,178

8 1,125 19,178

9 0,900 15,342

10 0,900 13,170

11 0,900 13,170

12 0,900 8,826

13 0,900 8,826

14 0,900 13,170

15 0,900 13,170

16 0,900 15,342

17 0,675 -2,421

18 1,622 3,916

19 1,350 0,837

20 1,622 -3,916

21 2,025 -2,421

22 2,846 6,868

23 2,025 0,837

24 1,622 6,868

25 2,025 -2,241

26 1,622 -3,916

27 1,350 0,837

28 1,622 3,916

29 0,675 -2,421

b. Perhitungan gaya batang akibat beban Hidup

∑Mb= 0

RAVx7.2 = (1.00x7.2)+(1.00x6.3)+(1.00x5.4)+(1.00x4.5)+(1.00x3.6)+(1.00x2.7)+

(1.00x1.8)+(1.00x0.9)

RAV =

= 4.5 kN

∑Ma = 0

RBVx7.2 = (1.00x7.2)+(1.00x6.3)+(1.00x5.4)+(1.00x4.5)+(1.00x3.6)+(1.00x2.7)+

(1.00x1.8)+(1.00x0.9)

RBV =

= 4.5 kN

Check

∑v = 0


4.50+4.50 = 1.00+1.00+1.00+1.00+1.00+1.00+1.00+1.00+1.00

9.00 kN = 9.00 kN ............ok

Buhul A

∑v = 0

P1 Sin α – 1.00 + RAV = 0

P1 Sin α = - 4.5 + 1.00

P1 =

= - 5.833 kN

∑h = 0

P1 Cos α + P9 = 0

P9 = - (-5.833) Cos α

= 4.667 kN

Buhul B

∑h = 0

P2 Cos α – P1 Cos α = 0

P2 =

P2 = P1

= - 5.833 kN

∑v = 0

P2 Sin α – 2.421 – P17 – P1 Sin α = 0

– 5.833 Sin α – 1.00 – (- 5.833 Sin α) = P17

P17 = - 1.00 kN

Buhul J

∑v = 0

P18 Sin α + P17 = 0

P18 Sin α = - 1.00

P18 =

= 1.202 kN

∑h = 0

P10 + P18 Cos α – P 9 = 0

P10 = - (1.202 Cos α) + 4.667

= 4.00 kN

Buhul K

∑v = 0

P19 = 0

P19 = 0.00 kN

∑h = 0

P11 – P10 = 0

P11 = 4.00 kN

Buhul C

∑v = 0

P3 Sin 36.87 – 1.00 – P19 – P2 Sin 36.87 – P18 Cos 33.66 – P20 Cos 33.66 = 0

P3 Sin 36.87–P20 Cos 33.66 = 1.00+0.00+(-5.833) Sin 36.87+1.202 Cos 33.66

P3 Sin 36.87 = – 4.990 + P20 Cos 33.66

P3 =

= – 2.499 + 1.387 P20

∑h = 0

P20 Sin 33.66 + P3 Cos 36.87 – P2 Cos 36.87 – P18 Sin 33.66 = 0

P20 Sin 33.66+(-2.499+1.387 P20)Cos 36.87 = (-5.833)Cos 36.87+1.202 Sin 33.66

P20 Sin 33.66 – 1.999 + 1.110 P20 = - 4.00

1.664 P20 = -4.00 + 1.999

P20 =

= - 1.202 kN

P3 = – 2.499 + 1.387 P20

= – 2.499 + (1.387 x (-1.202))

= – 4.166 kN

TABEL GAYA BATANG AKIBAT BEBAN HIDUP

No BATANGPANJANG

BATANG L ( m)

GAYA BATANG AKIBAT

BEBAN HIDUP ( kN )

1 1,125 -5,833

2 1,125 -5,833

3 1,125 -4,166

4 1,125 -4,166

5 1,125 -4,166

6 1,125 -4,166

7 1,125 -5,833

8 1,125 -5,833

9 0,900 4,667

10 0,900 4,000

11 0,900 4,000

12 0,900 2,667

13 0,900 2,667

14 0,900 4,000

15 0,900 4,000

16 0,900 2,667

17 0,675 -1,000

18 1,622 1,202

19 1,350 0,000

20 1,622 -1,202

21 2,025 -1,000

22 2,846 2,108

23 2,025 0,000

24 1,622 2,108

25 2,025 -1,000

26 1,622 -1,202

27 1,350 0,000

28 1,622 1,202

29 0,675 -1,000

c. Perhitungan gaya batang karna beben Angin dari kiri

∑h = 0

RAH = - 0.33-0.205-0.205-0.205-0.224-0.243-0.243-0.243-0.392

= - 2.29 kN

∑Mb = 0

RAVx7.2 = (0.44x7.2)+(0.273x6.3)+(0.273x5.4)+(0.273x4.5)-(0.025x3.6)-

(0.324x2.7)-(0.324x1.8)-(0.324x0.9)-((0.205+0.243)x0.675)-

((0.205+0.243)x1.35)-((0.205+0.243)x2.025)-(0.244x2.7)

RAV =

= 0.463 kN

∑Ma = 0

RBVx7.2 = ((0.522x7.2)+(0.324x6.3)+(0.324x5.4)+(0.324x4.5)+(0.025x3.6)-

(0. 273x2.7)-(0. 273x1.8)-(0. 273x0.9)-((0.205+0.243)x0.675)-

((0.205+0.243)x1.35)-((0.205+0.243)x2.025)-(0.244x2.7)

RBV =

= - 0.723 kN

Check

∑v = 0


0.463+(- 0.723) = -0.44-0.273-0.273-0.273+0.025+0.324+0.324+0.324+0.522

0.26 kN = 0.26 kN ............ok

d. Perhitungan gaya batang akibat beban Angin dari kanan

∑h = 0

RBH = - 0.33-0.205-0.205-0.205-0.224-0.243-0.243-0.243-0.392

= - 2.29 kN

∑Mb = 0

RAVx7.2 = ((0.522x7.2)+(0.324x6.3)+(0.324x5.4)+(0.324x4.5)+(0.025x3.6)-

(0. 273x2.7)-(0. 273x1.8)-(0. 273x0.9)-((0.205+0.243)x0.675)-

((0.205+0.243)x1.35)-((0.205+0.243)x2.025)-(0.244x2.7)

RAV =

= - 0.723 kN

∑Ma = 0

RBVx7.2 = (0.44x7.2)+(0.273x6.3)+(0.273x5.4)+(0.273x4.5)-(0.025x3.6)-

(0.324x2.7)-(0.324x1.8)-(0.324x0.9)-((0.205+0.243)x0.675)-

((0.205+0.243)x1.35)-((0.205+0.243)x2.025)-(0.244x2.7)

RBV =

= 0.463 kN

Check

∑v = 0


(- 0.723)+0.463 = -0.44-0.273-0.273-0.273+0.025+0.324+0.324+0.324+0.522

0.26 kN = 0.26 kN ............ok

TABEL GAYA BATANG AKIBAT BEBAN ANGIN

No BATANG

L ( m)

BEBAN MATI ( D )

( kN )

BEBAN HIDUP ( La )( kN )

BEBAN ANGIN ( W )

ANGIN KIRI( kN )

ANGIN KANAN

( kN )

MAX( kN )

1 1,125 -19,178 -5,833 -0,547 0,937 0,937

2 1,125 -19,178 -5,833 -0,959 1,427 1,427

3 1,125 -13,748 -4,166 -0,226 0,557 0,557

4 1,125 -13,748 -4,166 -0,639 1,047 1,047

5 1,125 -13,748 -4,166 0,076 0,292 0,292

6 1,125 -13,748 -4,166 -0,228 0,548 0,548

7 1,125 19,178 -5,833 0,312 0,093 0,312

8 1,125 19,178 -5,833 0,009 0,349 0,349

9 0,900 15,342 4,667 2,773 -3,095 -3,095

10 0,900 13,170 4,000 2,314 -2,551 -2,551

11 0,900 13,170 4,000 2,314 -2,551 -2,551

12 0,900 8,826 2,667 1,398 -1,463 -1,463

13 0,900 8,826 2,667 1,398 -1,463 -1,463

14 0,900 13,170 4,000 0,723 -0,894 -0,894

15 0,900 13,170 4,000 0,723 -0,894 -0,894

16 0,900 15,342 2,667 0,385 -0,609 -0,609

17 0,675 -2,421 -1,000 -0,687 0,816 0,816

18 1,622 3,916 1,202 0,826 -0,981 -0,981

19 1,350 0,837 0,000 0,000 0,000 0,000

20 1,622 -3,916 -1,202 -0,826 0,981 0,981

21 2,025 -2,421 -1,000 -0,688 0,816 0,816

22 2,846 6,868 2,108 1,449 -1,720 -1,720

23 2,025 0,837 0,000 0,000 0,000 0,000

24 1,622 6,868 2,108 -1,067 0,900 -1,067

25 2,025 -2,241 -1,000 0,506 -0,427 0,506

26 1,622 -3,916 -1,202 0,608 -0,513 0,608

27 1,350 0,837 0,000 0,000 0,000 0,000

28 1,622 3,916 1,202 -0,608 0,513 -0,608

29 0,675 -2,421 -1,000 0,506 -0,427 0,506

Kombinasi pembebanan yang dipakai

Combinasi 1 = 1.4D

Combinasi 2 = 1.2D + 1.6La

Combinasi 3 = 1.2D + 1.3Wkiri + 0.5La

Combinasi 4 = 1.2D + 1.3Wkanan + 0.5La

Combinasi 5 = 0.9D – 1.3W

Tabel gaya batang terpakai setelah dikombinasi menurut SNI

No BATAN

GL ( m)

KOMBINASI PEMBEBANAN MENURUT SNI GAYA BATANG RENCANACOMB

1 COMB

2COMB

3COMB

4COMB

5 TARIK TEKAN

1 1,125 -26,849 -32,346 -26,641 -24,711 -20,115 0,000 -32,346

2 1,125 -26,849 -32,346 -27,177 -24,074 -20,605 0,000 -32,346

3 1,125 -19,247 -23,163 -18,874 -17,855 -14,305 0,000 -23,163

4 1,125 -19,247 -23,163 -19,410 -17,218 -14,795 0,000 -23,163

5 1,125 -19,247 -23,163 -18,481 -18,201 -14,039 0,000 -23,163

6 1,125 -19,247 -23,163 -18,876 -17,808 -14,296 0,000 -23,163

7 1,125 -26,849 -32,346 -25,523 -25,809 -19,490 0,000 -32,346

8 1,125 -26,849 -32,346 -25,918 -25,475 -19,527 0,000 -32,346

9 0,900 21,479 25,878 24,348 16,721 18,437 25,878 0,000

10 0,900 18,438 22,204 20,813 14,488 15,721 22,204 0,000

11 0,900 18,438 22,204 20,813 14,488 15,721 22,204 0,000

12 0,900 12,356 14,858 13,741 10,023 10,289 14,858 0,000

13 0,900 12,356 14,858 13,742 10,023 10,289 14,858 0,000

14 0,900 18,438 22,204 18,743 16,642 14,064 22,204 0,000

15 0,900 18,438 22,204 18,743 16,642 14,064 22,204 0,000

16 0,900 21,479 22,678 20,245 18,952 15,951 22,678 0,000

17 0,675 -3,389 -4,505 -4,299 -2,344 -3,237 0,000 -4,505

18 1,622 5,482 6,622 6,374 4,025 4,896 6,622 0,000

19 1,350 1,172 1,004 1,004 1,044 0,837 1,172 0,000

20 1,622 -5,482 -6,622 -6,374 -4,025 -4,897 0,000 6,622

21 2,025 -3,389 -4,505 -4,299 -2,344 -3,237 0,000 4,505

22 2,846 9,615 11,614 11,180 7,059 8,588 11,614 0,000

23 2,025 1,172 1,004 1,004 1,004 0,837 1,172 0,000

24 1,622 9,615 11,614 7,908 7,908 7,935 11,614 0,000

25 2,025 -3,389 -4,505 -2,747 -2,747 -2,927 0,000 4,505

26 1,622 -5,482 -6,622 -4,509 -4,509 -4,524 0,000 6,622

27 1,350 1,172 1,004 1,004 1,004 0,837 1,172 0,000

28 1,622 5,482 6,622 4,509 4,509 4,524 6,622 0,000

29 0,675 -3,389 -4,505 -2,747 -2,747 -2,927 0,000 4,505

Resume hasil pembebanan suatu kasus lain

No BATANG

L ( m) GAYA BATANG RENCANA GAYABATANG TERPAKAI

TARIK ( kN )

TEKAN ( kN )

GAYA RENCANA

TARIK x3

TEKAN x3

GAYA TERPAKAI

( kN ) ( kN ) ( kN ) ( kN )1 1,125 0,000 -32,346 32,346 0 -97,038 97,038

2 1,125 0,000 -32,346 32,346 0 -97,038 97,038

3 1,125 0,000 -23,163 23,163 0 -69,489 69,489

4 1,125 0,000 -23,163 23,163 0 -69,489 69,489

5 1,125 0,000 -23,163 23,163 0 -69,489 69,489

6 1,125 0,000 -23,163 23,163 0 -69,489 69,489

7 1,125 0,000 -32,346 32,346 0 -97,038 97,038

8 1,125 0,000 -32,346 32,346 0 -97,038 97,038

9 0,900 25,878 0,000 25,878 77,634 0 77,634

10 0,900 22,204 0,000 22,204 66,612 0 66,612

11 0,900 22,204 0,000 22,204 66,612 0 66,612

12 0,900 14,858 0,000 14,858 44,574 0 44,574

13 0,900 14,858 0,000 14,858 44,574 0 44,574

14 0,900 22,204 0,000 22,204 66,612 0 66,612

15 0,900 22,204 0,000 22,204 66,612 0 66,612

16 0,900 22,678 0,000 22,678 68,034 0 68,034

17 0,675 0,000 -4,505 4,505 0 -13,515 13,515

18 1,622 6,622 0,000 6,622 19,866 0 19,866

19 1,350 1,172 0,000 1,172 3,516 0 3,516

20 1,622 0,000 6,622 6,622 0 19,866 19,866

21 2,025 0,000 4,505 4,505 0 13,515 13,515

22 2,846 11,614 0,000 11,614 34,842 0 34,842

23 2,025 1,172 0,000 1,172 3,516 0 3,516

24 1,622 11,614 0,000 11,614 34,842 0 34,842

25 2,025 0,000 4,505 4,505 0 13,515 13,515

26 1,622 0,000 6,622 6,622 0 19,866 19,866

27 1,350 1,172 0,000 1,172 3,516 0 3,516

28 1,622 6,622 0,000 6,622 19,866 0 19,866

29 0,675 0,000 4,505 4,505 0 13,515 13,515

PENDIMENSIAN BATANG KUDA KUDA BAJA

Kelas mutu baja BJ 34 :

-fu : 340

-fy :210

-E : 200000 Mpa

-G : 80000 Mpa

- : 0.3

- : 12 x 10-6 c

Gaya batang terbesar :

- Nu tarik = 77.634 kN

- Nu tekan = 97.038 kN

Kontrol batang tarik

-Nu 0,9 . Ag . fy

Ag

Ag

Ag 410.762 mm2

-Nu 0,75.Ae.fy

Nu 0,75.0,85.Ag.fy

Ag

Ag

Ag 358.173 mm2

Jadi di ambil Ag min : 358.173 mm2

Ag untuk profil ganda : 358.173 mm2

Ag untuk profil ganda : : 179.087 mm2

: 1.791 cm2

Diambil profil : 40.40.3

Dengan A : 2.336 cm2

Ag profil 2L 40x40x3 : 4.672 cm2

Ix : 2.Ix

: 2.3,350

: 6.7 cm4

Iy : 2.Iy + 2.A.

: 2.3,350 + 2.2,336.

: 12.772 cm4

ix :

: 1.424

iy :

: 1,653

Diambil :

I min : 1,424

Syarat kelangsingan

240 untuk batang primer

300 untuk batang sekunder

:

: 63.202 240 .....aman

Syarat kuat nominal

-Nu : 0,9.Ag.fy > Nu

0,9.467,2.210 > 77634

88300,8 N > 77634 N.......aman

-Nu : 0,75.Ae.fu > Nu

0,75.0,85.467,2.340 > 77634 N

101265,6 N > 77634 N.......aman

Kontrol Batang Tekan

-Nu Nn

Nu Ag . Fcr

Nu 0,85 Ag .

Ag ≥

Ag ≥

Ag ≥ 543,63 mm2

Ag untuk profil ganda : 543,63mm2

Ag untuk profil ganda : : 271.825 mm2

: 2,72 cm2

Diambil profil : 40x40x5

Dengan A : 3,755 cm2

Ag profil 2L 40x40x5 : 7,51 cm2

Ix : 2.Ix

: 2.5,420

: 10.84 cm4

Iy : 2.Iy + 2.A.

: 2.5,420 + 2.3,755.

: 22,018 cm4

ix :

: 1,201

iy :

: 1,712

Diambil :

I min : 1,201

Syarat Kelangsingan

- =

: 93,67 200 .....aman

- c =

c =

c = 0,967

- = 1,25 c2

= 1,25x(0,967)2

= 1.167

Check Kuat Nominal

- Nn = 0,85xAgx

= 0,85x751x

= 114847,7 N

- Nu Nn

97038 N 114847,7 N ............Aman.

D. PERENCANAAN SAMBUNGAN BAUT

Mutu Baja Profil BJ 34

fy = 210 MPa

fu = 340 MPa

fub = 825 Mpa

d = ½ “ = 12.7 mm

Ab = ¼ d2

= ¼ (12.7)2

= 126.67 mm2

Tumpu

Rd = f x 2.4 x db x tp x fu

= 0.75 x 2.4 x 12.7 x 10 x 340

= 77724 N

= 77.724 KN

Geser

Vd = f x r1 x fu x Ab

= 0.75 x 0.5 x 340 x 126.67

= 16150.42 N

= 16.15 KN

E. PERHITUNGAN JUMLAH BAUT PADA MASING – MASING JOINT

Joint A

P1 = - 97.038 KN

P9 = 77.634 KN

Jumlah baut pada batang 1

N =

N =

= 6.008 .......... diambil 7 buah baut


N =

N =


Joint B

P1 = - 97.038 KN

P2 = - 97.038 KN

P17 = - 13.515 KN


N =

N =



N =

N =

= 0.837.......... diambil 2 buah baut

Joint C

P2 = - 97.038 KN

P3 = - 69.489 KN

P18 = 19.866 KN

P19 = 3.516 KN

P20 = - 19.866 KN


N =

N =



N =

N =



N =

N =



N =

N =

= 1.23.......... diambil 2 buah ba

Joint D

P3 = - 69.489 KN

P4 = - 69.489 KN

P21 = - 13.515 KN


N =

N =



N =

N =


Joint E

P4 = - 69.489 KN

P5 = - 69.489 KN

P22 = 34.842 KN

P23 = 3.516 KN

P24 = 34.842 KN


N =

N =



N =

N =



N =

N =



N =

N =


Joint J

P9 = 77.934 KN

P10 = 66.612 KN

P17 = - 13.515 KN

P18 = 19.866 KN


N =

N =


Joint K

P10 = 66.612 KN

P11 = 66.612 KN

P19 = 3.516 KN


N =

N =


Joint L

P11 = 66.612 KN

P12 = 44.574 KN

P20 = - 19.866 KN

P21 = - 13.515 KN

P22 = 34.842 KN


N =

N =


Joint M

P12 = 44.574 KN

P13 = 44.574 KN

P23 = 3.516 KN


N =

N =


TUGAS

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