Desain Str Kayu

Diberikan kepada :

Nama : Abdul Azis

No. Stambuk : F 111 08 082

Diketahui data-data sebagai berikut :

` Bentang kuda-kuda, L = m ` Tinggi, h2 = m

` Kemiringan atap, α = ⁰ ` Kayu kelas kuat = II

` Lebar overstek = m ` Jarak kuda-kuda = m

` Tinggi kolom, H = m ` Jenis atap = genteng

` Tinggi, h1 = m ` Mutu kayu = A

Data- data lain diambil berdasarkan ketentuan/ persyaratan PKKI'61 dan standard relevan

Ditanyakan :

UNIVERSITAS TADULAKO

FAKULTAS TEKNIK

Kampus Bumi Tadulako Tondo (0451) 422611, fax (0451) 422844

Tugas Struktur Kayu

12.0 4.91

35

1.1 3.0

4.2

1.2

Rencanakan kuda-kuda rangka atap tersebut ; (perhitungan dimensi kayu, perhitungan sambungan pada titik-titik : puncak,

tengah, bawah dan gambar rencana)

a1

a2

a3

a4 a5

a6

L/2

A

H

h1

h2a7

a8

v1

v2

v3

v4

v5

v6

v7

v8

v9b1

b2

b3

b4 b5

b6

b7

b8

d1

d2

d3

d4d5

d6

d7

d8

B

α

L/2L

C

D

E

F

A. Data Perencanaan

1

` Tegangan lentur ijin = kg/cm2

` Tegangan tekan ijin sejajar serat = kg/cm2

` Tegangan tarik ijin sejajar serat = kg/cm2

` Tegangan tekan ijin tegak lurus serat = kg/cm2

` Tegangan geser ijin sejajar serat = kg/cm2

` Tegangan elastisitas sejajar serat = kg/cm2

` Faktor mutu kayu (mutu A) = 1

` Faktor pembebanan (beban tetap) = 1

` Faktor konstruksi (konstruksi terlindung) = 1

` Faktor reduksi untuk konstruksi yang memikul beban tetap dan tidak tetap atau beban angin =

` Tegangan lentur yang diijinkan (ζlt)

= 1 1 1 = kg/cm2

` Tegangan tekan sejajar serat yang diijinkan (ζtk//)

= 1 1 1 = kg/cm2

` Tegangan tarik sejajar serat yang diijinkan (ζtr//)

= 1 1 1 = kg/cm2

` Tegangan tekan tegak lurus yang diijinkan (ζtk)

= 1 1 1 = kg/cm2

` Tegangan geser sejajar serat yang diijinkan (ɽ//)

= 1 1 1 = kg/cm2

` Tegangan elastisitas sejajar serat yang diijinkan (E)

= 1 1 1 = kg/cm2

2 Pembebanan

` Beban mati

` Berat atap = kg/cm2

(PMI 1970)

` Berat jenis kayu = kg/cm' (PMI 1970)

` Beban hidup

` Beban tak terduga (P) = kg (PMI 1970)

` Beban angin (W) = kg/cm2

(PMI 1970)

` Pasal 3.2 : Muatan hidup atap bangunan

` Ayat 2 : Atap dan atau bagian-bagian atap dari bangunan dan plat wifel yang dapat dicapai dan dimuati oleh hidup

sebesar minimal orang-orang harus diperhitungkan terhadap suatu muatan : kg/m2 terhadap bidang

datar.

` Ayat 3 : Dalam perhitungan reng, kasau, gording dan kuda-kuda untuk semua atap harus diperhitungkan satu

muatan terpusat sebesar minimal : kg/m'

` Pasal 4.2 : Tekanan tiup

` Ayat 2 : Tekanan tiup dilaut dan tepi laut sampai sejauh 5 km dari pantai harus diambil minimum kg/cm2

12

Kayu kelas kuat II mutu A dan jenis atap genteng berdasarkan Peraturan Konstruksi Kayu Indonesia (PKKI 1961) diperoleh

data-data sebagai berikut :

100

85

85

25

100000

1.25

Sehingga diperoleh tegangan-tegangan yang diijinkan untuk konstruksi rangka kuda-kuda dengan kayu kelas II mutu A,

antara lain sebagai berikut :

100 1.25 125

85 1.25 106.25

85 1.25 106.25

100

25 1.25 31.25

12 1.25 15

100000 1.25 125000

50

0.9

40

100

100

40.0

` Pasal 4.3 : Koefisien angin

` Ayat 1b :Atap segitiga dengan kemiringan α

` dipihak angin

α < 65⁰ = + α -

65⁰ < α < 90⁰ = +

` dibelakang angin

untuk semua α = -

B. Perhitungan Kuda-kuda

1 Menghitung panjang batang

a. Panjang batang atas

dengan asumsi = a1 = a2 = a3 = a4 = a5 = a6 = a7 = a8

maka nilai a diperoleh :

= 4 a

b. Panjang batang bawah

dengan asumsi = b1 = b2 = b3 = b4 = b5 = b6 = b7 = b8

maka nilai a diperoleh :

= 4 b

0.82

0.02 0.4

0.90

0.40

cosα =L/2

EF

cosα =L/2

AC

=

=7.32

1.83 m4.00

7.32 m

EF

EFa =

4=

EF =L/2

cosα=

6.00

7.32

= 1.83

mcosα 0.82

EF

AC =L/2

=6.00

=

m4 4.00

b =EF

=7.32

a1

a2

a3

a4 a5

a6

L/8

h1

h2a7

a8

v1

v2

v3

v4

v5

v6

v7

v8

v9b1

b2

b3

b4 b5

b6

b7

b8

d1

d2

d3

d4d5

d6

d7

d8

α

L

C

D

E

F

L/8 L/8 L/8 L/8 L/8 L/8 L/8

A B

a1

a2

a3

a4

L/2

v1

v2

v3

v4

v5

d1

d2

d3

d4

α

E

F

A

L/2

v1

v2

v3

v4

v5

b1

b2

b3

b4

d1

d2

d3

d4

α

C

A

c. Panjang batang vertikal

dengan asumsi = v1 = v2 = v3 = v4 = v5 = v6 = v7 = v8 = v9

maka v = h1 = m

d. Panjang batang diagonal

dengan asumsi = d1 = d2 = d3 = d4 = d5 = d6 = d7 = d8

` mencari panjang x' ` mencari panjang x''

x' = - x'' = v2 - x'

= - = m = - = m

` mencari panjang diagonal

d = +

= - = m

e. Tinggi h2

=

=

= m

Tabel hasil perhitungan panjang batang

2 Menghitung beban yang bekerja pada kuda-kuda

ditaksir : ukuran dimensi gording =

ukuran dimensi kaso = 5 7

ukuran dimensi reng = 3 4

a. Peban sendiri kuda-kuda

` berat atap = berat genteng x jarak kap

= = kg/m'

` qx1 = = = kg/m'

` qy1 = = = kg/m'

` Mx1 = = = kgm

` My1 = = = kgm

b. Beban tak terduga

` Px1 = = = kg/m'

` Py1 = = = kg/m'

` Mx2 = = = kgm

` My2 = = = kgm

81.92 3.00 61.44

1/4 Px1 L 0.250 57.36 3.00 43.02

1/4 Py1 L 0.250

138.23

1/8 qx1 L2

0.125 86.04 9.00 96.79

q sinα

1/8 qy1 L2

0.125 122.87

0.57

0.57 57.358

q cosα 0.82 81.915

100

100

9.00

6.00

Nama batang

1.831

1.831

1.200

150.00

150.00 86.036

150.00 0.82 122.87

q sinα

q cosα

d1 = d2 = d3 = d4 = d5 = d6 = d7 = d8 1.493

50.0 3.00

12 12

4.91

Panjang batang

a1 = a2 = a3 = a4 = a5 = a6 = a7 = a8

b1 = b2 = b3 = b4 = b5 = b6 = b7 = b8

v1 = v2 = v3 = v4 = v5 = v6 = v7 = v8 = v9

1.20 1.050 0.150

(L/8)2

(x'')2

1.20

2.250 0.02 1.493

a12 (L/8)

2

3.353

cosα =h2

L/2

2.25 1.050

h2 cosα L/2

0.82

a1

a2

L/8

v1

v2

b1

b2

d1

L/8

x'

x''

α Qy

Qx

Q

α Py

Px

P

c. Beban angin

` c1 = + α - = + - = +

` c2 = -

` q1 = = = kg/m'

` q2 = = = kg/m'

` Mx3 = ` My3 = 0

= = kgm

d. Kombinasi pembebanan

` beban sendiri kuda-kuda + beban tak terduga

Mxa = + Mya = +

= + = +

= kgm = kgm

` beban sendiri kuda-kuda + beban angin

Mxb = + Myb = +

= + = +

= kgm = kgm

e. Momen inersia (I) dan momen tahanan (W)

` momen inersia ` momen tahanan

Ix = Wx =

= =

= cm4

= cm3

Iy = Wy =

= =

= cm4

= cm3

f. Kontrol tegangan yang terjadi

` tegangan akibat beban sendiri dan beban tak terduga

= kg/cm2

………………………………………………………betul

` tegangan akibat beban sendiri dan beban angin

= kg/cm2

………………………………………………………betul

117.874

Mxb+

Myb

Wx Wy

Wx

Mxa

95.668

178.73 100+

288.0 288.0

1/6 b2 h

288.0

14412.00.167

1728.0

121728.0

288.0

12144.00.167

1728.0

1728

1/12 b3 h

0.083

178.73 96.79

1/12 b h3

0.083 12.0

1/6 b h2

Mx1 Mx3 My1 My3

138.23 40.50 96.79 0.00

199.67

My1 My2

96.79 43.02

139.81

Mx2Mx1

138.23 61.44

0.125 36.00 9.00 40.50

0.30

0.40

c2 w jarak kap

c1 w jarak kap 0.30 40 3.0

-0.4 40 3.0

karena arah angin tegak lurus terhadap bidang atap, maka perhitungan angin isap tidak diperhitungkan karena hanya

mengurangi pembebanan

1/8 qx1 L2

36.00

-48.00

0.4 0.02 0.4350.02

+Mya

Wy

199.67 100

288.0+

100139.81

288.0

96.79 100

σlt ytj

syarat tegangan : ζijin ≥ ζ ytj

=

=

σlt ytj

=

=

W

α

b

h

g. Kontrol lendutan

` lendutan akibat beban sendiri dan beban tak terduga

5 l⁴

E Iy E Iy

5

≥ cm ………………………………………………………betul

5 l⁴

E Ix E IX

5

≥ cm ………………………………………………………betul

= + =

` lendutan akibat beban sendiri dan beban angin

5 l⁴ 5 l⁴

E Iy E Iy

5 5

≥ cm ………………………………………………………betul

5 l⁴

E Iy

5

≥ cm ………………………………………………………betul

= + =

C. Perhitungan Gaya-gaya Pada Kuda-kuda

1 Menghitung berat yang dipikul kuda-kuda

a. Berat sendiri kuda-kuda

dimana :

F = jarak kuda-kuda x L

=

=

maka :

P = (L+2) F P = (L+5) F

= =

= kg = kg rata-rata

kg

+81.915 27000000

200 384 125000 1728.0 48 125000 1728.0

1300 ≥

1.2287

1.5 0.5695

1L ≥

qy1+

Py l³

200 384 48

125000

+l³Px

48

1728.0

27000000≥ +

48384 125000 1728.0

57.3580.8604 8.1E+09

0.360 8.1E+09

1

200

1 qx1

384≥

125000 1728.0

L ≥qy1

+384

qx2

384

300 ≥0.8604 8.1E+09

+384 125000 1728.0

L ≥qx1

+

384

1.5 0.6

0

ɽytj ɽx2

ɽy2

0.9928

200

L

300

1.5 0.8133

8.1E+09

200

1

300 ≥1.2287 8.1E+09

200 384 125000 1728.0

1

1

200

200

1

384

1.5 0.5959

558.0

3.00 12.0

36.0

14.0 36.0

504.0

syarat lendutan : ɽxijin ≥ ɽxytj

syarat lendutan: ɽyijin ≥ ɽyytj

syarat lendutan : ɽxijin ≥ ɽxytj

syarat lendutan: ɽyijin ≥ ɽyytj

kontrol lendutan: ɽijin ≥ ɽytj

kontrol lendutan: ɽijin ≥ ɽytj

ɽytj ɽx2

ɽy2

0.8456

rumus tafsiran : P = (L+2)F s/d (L+5)F

17.0 36.0

612.0

sampai

dengan

sehigga berat sendiri yang bekerja pada buhul :

9 - 1

b. Berat genteng

= 2

9 1

= kg

c. Berat gording

= dimensi gording x jarak kap x berat jenis

=

= kg

d. Berat plafond + lampu = kg/cm2, berdasarkan Peraturan Pembebanan Indonesia

=

9 1

= kg

e. Jumlah pembebanan yang diterima tiap-tiap titik buhul

` titik buhul tepi (Pa)

= P1 + P2 + P3 + 1/2P4

= + + + = kg

` titik buhil tengah (Pb)

= P1 + P2 + P3 + P4

= + + + = kg

` titik buhul puncak (Pc)

= P1 + P2 + 2P3 + 2P4

= + + + = kg

=P

(n-1)P1 =

558.0= 69.750 kg

50.0 3.00

315.92

(n-1)

Watap x jarak kap x 2sisi miringP2 =

8.425

-

18.0 1.83

-

49.441

(n-1)

12.0

P3

0.12 0.12 3.00 900

38.880

18

P4 =Wplafond x jarak gording x panjang bentang

Pa

Pb

Pc

69.750 315.92 38.880 24.721 449.27

69.750 315.92 38.880 49.441 474.00

69.750 315.92 77.760 98.883 562.32

2 Menghitung reaksi perletakan

a. Reaksi perletakan akibat beban sendiri kuda-kuda

ΣMB = 0

= - - - - - - -

- = 0

= - - - - - -

- - = 0

= - - - - - - -

- = 0

= - = 0

= = kg

ΣMA = 0

= + + + + + + +

+ = 0

= + + + + + +

+ + = 0

= + + + + + + +

+ = 0

= + = 0

= = kg

ΣV = 0

= RAV + RBV - 2Pa - 6Pb - Pc = 0

= + - 2 - 6 - = 0

= = ………………………………………………………betul

6.0 4.5

3.0 1.5

Pb Pc Pb12.0 12.0 10.5 9.0 7.5

3554.9674 3373.9021 2132.9804

1421.987 710.99348

474.00 9.0 474.00 7.5 562.32 6.012.0

4.5 474.00 3.0 474.00 1.5

RAV 5391.2996 4265.9609

6.0 4.5

3.0 1.5

Pc Pb

12.0

12.0 12.0 10.5Pa Pb Pb Pb

RAV 25829.045

RAV 2152.4204

-RBV

12.0

474.00

-RBV 5391.2996 4976.9544

474.00 4.5 474.00 3.0 474.00

12.0 4976.9544

RAV Pa Pb Pb

Pb Pb

RAV 449.27 12.0 474.00 10.5

3373.9021 2132.9804

1421.987 710.99348

Pb Pb

-RBV 449.27 12.0 474.00 10.5 474.00 9.0 474.00 7.5 562.32 6.0

1.5

12.0

2152.4204 2152.4204 449.27 474.00

4265.9609

12.0

9.0

562.32

0.000 0.000

-RBV 25829.045

RBV 2152.4204

3554.9674

7.5

Pa

Pb

Pa

1,5m

12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m

Pb

Pb

Pc

Pb

Pb

Pb

b. Reaksi perletakan akibat beban tak terduga

ΣMB = 0

= - P - P - P - P - P - P - P - P = 0

= - - - - - -

- - = 0

= - - - - - - - - = 0

= - = 0

= = kg

ΣMA = 0

= + P + P + P + P + P + P + P + P = 0

= + + + + + +

+ + = 0

= + + + + + + + + = 0

= + = 0

= = kg

ΣV = 0

= RAV + RBV - 9P = 0

= + - 9 = 0

= = ………………………………………………………betul

c. Reaksi perletakan akibat beban angin

` untuk bidang luar : ` bidang vertikal

koefisien angin (+) = tekan di pihak angin =

koefisien angin (-) = isap di belakang angin =

7.5 6.0 4.5 3.0 1.5RAV 12.0 12.0 10.5 9.0

12.0 600 450

7.5 100.00 6.0

100.00 4.5 100.00 3.0 100.00 1.5

RAV 12.0 100.00 12.0 100.00 10.5 100.00 9.0 100.00

100.00 6.0

300 150

3.0 1.5

100.00 12.0 100.00 10.5 100.00 9.0

100.00 4.5

9.0 7.5 6.0 4.5-RBV 12.0 12.0 10.5

100.00 7.5

750 600 450 150300

100.00 3.0 100.00 1.5

100.00

0.000 0.000

1200 1050 900 750

-RBV 12.0 5400

RBV

-RBV 12.0

-RBV 12.0

RAV 12.0

RAV

RAV

5400

450.0

1200 1050 900

berdasarkan peraturan muatan indonesia (PMI 1970) bab IV pasal 4.3 halaman 20 untuk bangunan tertutup,

ditetapkan hal-hal berikut :

0.9

-0.4

450.0

450.0 450.0

P

P

P

1,5m

12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m

P

P

P

P

P

P

diketahui data-data sebagai berikut :

` jarak kap = m

` jarak titik buhul = m

` tekanan angin = kg/m2

` sudut atap = ⁰

angin 1 (tekan) angin 2 (isap)

C1 = 0.02α - 0.4 C1 =

= -

=

Wia = C1 x W x jarak kap x jarak titik buhul Wib = C2 x W x jarak kap x jarak titik buhul

= =

= …………………………..tekan = …………………………..isap

WiaV = Wia cosα WibV = Wia cosα

= =

= …………………………..tekan = …………………………..isap

WiaH = Wia sinα WibH = Wia sinα

= =

= …………………………..tekan = …………………………..isap

Wth = Cth x W x jarak kap x jarak titik buhul Wih = Cth x W x jarak kap x jarak titik buhul

= =

= …………………………..tekan = ……………………………….isap!!!

RWia = 4 Wia = Rwib = 4 Wia =

RWiaV = 4 WiaV = RWibV = 4 WiaV =

RWiaH = 4 WiaH = RWibH = 4 WiaH =

1/2Wth = = 1/2Wih = =

` Reaksi perletakan akibat beban angin kiri

= tanα 2b

=

=

3.00

1.8312

40.0

35.0

0.4

0.02 0.435.0

0.30

0.30 40.0 3.00 1.8312 0.4 40.0 3.00 1.8312

87.8958

65.9218 0.8192 87.8958 0.8192

54.00 72.0000

65.9218 0.5736 87.8958 0.5736

65.9218

tanα =x

2b

1.8312

197.7655 -87.8958

263.6873 351.5831

216.0000 288.0000

151.2448 201.6598

0.5Wth 98.8827 0.5WIh -43.9479

37.811 50.4149

0.90 40.0 3.00 1.8312 -0.4 40.0 3.00

x

tan 3.00

2.1006

35.0

RWia

RWiav

RWiah

RWib

RWibh

RWibv

1/2Wth 1/2Wihx

1,5m

12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m

ΣMB = 0

= - + + + +

- = 0

= - + + + + - = 0

= = 0

= = kg

ΣMA = 0

= + - + + +

- = 0

= + - + + + - = 0

= = 0

= = kg

ΣV = 0

=

+ = +

= ………………………………………………………betul

ΣH = 0

RAH + 4Wiah + 4Wibh + 1/2Wth - 1/2Wih = 0

+ + + - = 0

= kg

` Reaksi perletakan akibat beban angin kanan

ΣMB = 0

= - + - - -

+ = 0

= - + - - - + = 0

= + = 0

= = kg

3.3006

1/2Wth 1.20 1/2Wih 1.20

RAV 12.0 1944.000 864.000 499.202 665.603 118.659

RAV 12.0 RWiav 9.0 RWibv 3.0 Rwiah 3.3006 Rwibh

52.737

RAV 12.0

RAV -12.561

-RBV 12.0 RWiav 3.0 RWibv 9.0 Rwiah 3.3006 Rwibh 3.3006

150.73

52.737

-RBV 12.0 -713.273

RBV -59.439

RAV + RBV -RWiav + RWibv

1/2Wth 1.200 1/2Wih 1.200

-RBV 12.0 648.000 2592.000 499.202 665.603 118.659

151.24 201.6598 98.8827 43.9479

RAH -407.839

Rwibh

1/2Wth 1.200 1/2Wih 1.200

-12.5606 -59.4394 -216.00

-72.0000 72.0000

RAV

288.000

RAV 12.0 648.000 2592.000 499.202

-59.439

RAV

52.737

12.0 713.273

RAV

665.603 118.659

3.300612.0 RWiav 3.0 RWibv 9.0 Rwiah 3.3006

RAH

RWia

RWiav

RWiahRWib

RWibh

RWibv

1/2Wth1/2Wih x

1,5m

12m1,5m 1,5m 1,5m 1,5m 1,5m 1,5m 1,5m

ΣMA = 0

= + - - - -

+ = 0

= + - - - - + = 0

= + = 0

= = kg

ΣV = 0

=

+ = +

= ………………………………………………………betul-72.0000 72.0000

1/2Wth 1.20 1/2Wih 1.20

-RBV 12.0 -150.73

RBV -12.561

RAV + RBV -RWiav + RWibv

-RBV 12.0 1944.000 864.000 499.202

-59.4394 -12.5606 -216.00 288.000

-RBV 12.0 RWiav 9.0 RWibv 3.0 Rwiah

665.603 118.659 52.737

Rwibh 3.30063.3006

Frame Station P V2 M3

Text m Kgf Kgf Kgf-m

1 0.0000 46.5463 -96.0251 -63.7087

1 0.9155 46.5463 -96.0251 24.2015

1 1.8310 46.5463 -96.0251 112.1116

2 0.0000 2384.9165 -58.8937 44.7046

2 0.9155 2384.9165 -58.8937 98.6213

2 1.8310 2384.9165 -58.8937 152.5380

3 0.0000 4111.7475 -22.8976 119.0659

3 0.9155 4111.7475 -22.8976 140.0285

3 1.8310 4111.7475 -22.8976 160.9911

4 0.0000 5083.2086 -135.4709 114.8515

4 0.9155 5083.2086 -135.4709 238.8740

4 1.8310 5083.2086 -135.4709 362.8965

5 0.0000 5083.2086 135.4709 362.8965

5 0.9155 5083.2086 135.4709 238.8740

5 1.8310 5083.2086 135.4709 114.8515

6 0.0000 4111.7475 22.8976 160.9911

6 0.9155 4111.7475 22.8976 140.0285

6 1.8310 4111.7475 22.8976 119.0659

7 0.0000 2384.9165 58.8937 152.5380

7 0.9155 2384.9165 58.8937 98.6213

7 1.8310 2384.9165 58.8937 44.7046

8 0.0000 46.5463 96.0251 112.1116

8 0.9155 46.5463 96.0251 24.2015

8 1.8310 46.5463 96.0251 -63.7087

9 0.0000 -2100.4558 -93.1990 -63.7087

9 0.6000 -2100.4558 -93.1990 -7.7893

9 1.2000 -2100.4558 -93.1990 48.1301

10 0.0000 -1588.2851 -117.0063 -119.9730

10 0.6000 -1588.2851 -117.0063 -49.7692

10 1.2000 -1588.2851 -117.0063 20.4345

11 0.0000 -1166.9912 -72.0424 -124.9122

11 0.6000 -1166.9912 -72.0424 -81.6868

11 1.2000 -1166.9912 -72.0424 -38.4613

12 0.0000 -537.9681 -35.6139 -144.1547

12 0.6000 -537.9681 -35.6139 -122.7864

12 1.2000 -537.9681 -35.6139 -101.4181

13 0.0000 5139.9693 0.0000 0.0000

13 0.6000 5139.9693 0.0000 0.0000

13 1.2000 5139.9693 0.0000 0.0000

14 0.0000 -537.9681 35.6139 144.1547

14 0.6000 -537.9681 35.6139 122.7864

14 1.2000 -537.9681 35.6139 101.4181

15 0.0000 -1166.9912 72.0424 124.9122

15 0.6000 -1166.9912 72.0424 81.6868

15 1.2000 -1166.9912 72.0424 38.4613

TABLE: Element Forces - Beban Sendiri

16 0.0000 -1588.2851 117.0063 119.9730

16 0.6000 -1588.2851 117.0063 49.7692

16 1.2000 -1588.2851 117.0063 -20.4345

17 0.0000 -2100.4558 93.1990 63.7087

17 0.6000 -2100.4558 93.1990 7.7893

17 1.2000 -2100.4558 93.1990 -48.1301

18 0.0000 -2354.9376 -102.3142 -41.9533

18 0.9155 -2354.9376 -102.3142 51.7145

18 1.8310 -2354.9376 -102.3142 145.3823

19 0.0000 -4088.3796 -69.3467 56.0532

19 0.9155 -4088.3796 -69.3467 119.5395

19 1.8310 -4088.3796 -69.3467 183.0258

20 0.0000 -5178.5839 -62.8829 109.3959

20 0.9155 -5178.5839 -62.8829 166.9646

20 1.8310 -5178.5839 -62.8829 224.5334

21 0.0000 -5194.8759 156.1476 301.3534

21 0.9155 -5194.8759 156.1476 158.4016

21 1.8310 -5194.8759 156.1476 15.4498

22 0.0000 -5194.8759 -156.1476 15.4498

22 0.9155 -5194.8759 -156.1476 158.4016

22 1.8310 -5194.8759 -156.1476 301.3534

23 0.0000 -5178.5839 62.8829 224.5334

23 0.9155 -5178.5839 62.8829 166.9646

23 1.8310 -5178.5839 62.8829 109.3959

24 0.0000 -4088.3796 69.3467 183.0258

24 0.9155 -4088.3796 69.3467 119.5395

24 1.8310 -4088.3796 69.3467 56.0532

25 0.0000 -2354.9376 102.3142 145.3823

25 0.9155 -2354.9376 102.3142 51.7145

25 1.8310 -2354.9376 102.3142 -41.9533

26 0.0000 1790.1292 -38.9675 -6.1768

26 0.7537 1790.1292 -38.9675 23.1945

26 1.5075 1790.1292 -38.9675 52.5659

27 0.0000 1330.0794 -14.9558 68.8945

27 0.7537 1330.0794 -14.9558 80.1674

27 1.5075 1330.0794 -14.9558 91.4402

28 0.0000 827.9745 9.3375 112.0913

28 0.7537 827.9745 9.3375 105.0532

28 1.5075 827.9745 9.3375 98.0151

29 0.0000 126.1159 -222.6178 24.5981

29 0.7537 126.1159 -222.6178 192.3942

29 1.5075 126.1159 -222.6178 360.1903

30 0.0000 126.1159 -222.6178 24.5981

30 0.7537 126.1159 -222.6178 192.3942

30 1.5075 126.1159 -222.6178 360.1903

31 0.0000 827.9745 9.3375 112.0913

31 0.7537 827.9745 9.3375 105.0532

31 1.5075 827.9745 9.3375 98.0151

32 0.0000 1330.0794 -14.9558 68.8945

32 0.7537 1330.0794 -14.9558 80.1674

32 1.5075 1330.0794 -14.9558 91.4402

33 0.0000 1790.1292 -38.9675 -6.1768

33 0.7537 1790.1292 -38.9675 23.1945

33 1.5075 1790.1292 -38.9675 52.5659



1 0.0000 9.4369 -19.8270 -13.1244

1 0.9155 9.4369 -19.8270 5.0271

1 1.8310 9.4369 -19.8270 23.1786

2 0.0000 489.9452 -11.9768 9.3085

2 0.9155 489.9452 -11.9768 20.2732

2 1.8310 489.9452 -11.9768 31.2379

3 0.0000 841.1387 -4.5154 24.5131

3 0.9155 841.1387 -4.5154 28.6469

3 1.8310 841.1387 -4.5154 32.7806

4 0.0000 1033.6695 -26.9497 23.7147

4 0.9155 1033.6695 -26.9497 48.3869

4 1.8310 1033.6695 -26.9497 73.0591

5 0.0000 1033.6695 26.9497 73.0591

5 0.9155 1033.6695 26.9497 48.3869

5 1.8310 1033.6695 26.9497 23.7147

6 0.0000 841.1387 4.5154 32.7806

6 0.9155 841.1387 4.5154 28.6469

6 1.8310 841.1387 4.5154 24.5131

7 0.0000 489.9452 11.9768 31.2379

7 0.9155 489.9452 11.9768 20.2732

7 1.8310 489.9452 11.9768 9.3085

8 0.0000 9.4369 19.8270 23.1786

8 0.9155 9.4369 19.8270 5.0271

8 1.8310 9.4369 19.8270 -13.1244

9 0.0000 -439.1688 -19.1010 -13.1244

9 0.6000 -439.1688 -19.1010 -1.6637

9 1.2000 -439.1688 -19.1010 9.7969

10 0.0000 -326.4821 -23.9623 -24.6359

10 0.6000 -326.4821 -23.9623 -10.2585

10 1.2000 -326.4821 -23.9623 4.1189

11 0.0000 -237.4074 -14.5047 -25.4371

11 0.6000 -237.4074 -14.5047 -16.7343

11 1.2000 -237.4074 -14.5047 -8.0315

12 0.0000 -106.4087 -6.7422 -29.0345

12 0.6000 -106.4087 -6.7422 -24.9892

12 1.2000 -106.4087 -6.7422 -20.9439

13 0.0000 1048.7200 0.0000 0.0000

13 0.6000 1048.7200 0.0000 0.0000

13 1.2000 1048.7200 0.0000 0.0000

14 0.0000 -106.4087 6.7422 29.0345

14 0.6000 -106.4087 6.7422 24.9892

14 1.2000 -106.4087 6.7422 20.9439

15 0.0000 -237.4074 14.5047 25.4371

15 0.6000 -237.4074 14.5047 16.7343

15 1.2000 -237.4074 14.5047 8.0315

TABLE: Element Forces - Beban Tak Terduga

16 0.0000 -326.4821 23.9623 24.6359

16 0.6000 -326.4821 23.9623 10.2585

16 1.2000 -326.4821 23.9623 -4.1189

17 0.0000 -439.1688 19.1010 13.1244

17 0.6000 -439.1688 19.1010 1.6637

17 1.2000 -439.1688 19.1010 -9.7969

18 0.0000 -483.8011 -21.0313 -8.5940

18 0.9155 -483.8011 -21.0313 10.6600

18 1.8310 -483.8011 -21.0313 29.9139

19 0.0000 -836.4774 -14.1188 11.5917

19 0.9155 -836.4774 -14.1188 24.5174

19 1.8310 -836.4774 -14.1188 37.4430

20 0.0000 -1053.1440 -12.6281 22.4961

20 0.9155 -1053.1440 -12.6281 34.0570

20 1.8310 -1053.1440 -12.6281 45.6179

21 0.0000 -1047.3808 32.0708 61.3699

21 0.9155 -1047.3808 32.0708 32.0094

21 1.8310 -1047.3808 32.0708 2.6488

22 0.0000 -1047.3808 -32.0708 2.6488

22 0.9155 -1047.3808 -32.0708 32.0094

22 1.8310 -1047.3808 -32.0708 61.3699

23 0.0000 -1053.1440 12.6281 45.6179

23 0.9155 -1053.1440 12.6281 34.0570

23 1.8310 -1053.1440 12.6281 22.4961

24 0.0000 -836.4774 14.1188 37.4430

24 0.9155 -836.4774 14.1188 24.5174

24 1.8310 -836.4774 14.1188 11.5917

25 0.0000 -483.8011 21.0313 29.9139

25 0.9155 -483.8011 21.0313 10.6600

25 1.8310 -483.8011 21.0313 -8.5940

26 0.0000 367.7990 -7.9396 -1.2029

26 0.7537 367.7990 -7.9396 4.7815

26 1.5075 367.7990 -7.9396 10.7659

27 0.0000 270.5657 -2.9910 14.2033

27 0.7537 270.5657 -2.9910 16.4578

27 1.5075 270.5657 -2.9910 18.7122

28 0.0000 164.4680 1.9966 22.9784

28 0.7537 164.4680 1.9966 21.4734

28 1.5075 164.4680 1.9966 19.9685

29 0.0000 18.7095 -44.6926 5.1918

29 0.7537 18.7095 -44.6926 38.8785

29 1.5075 18.7095 -44.6926 72.5651

30 0.0000 18.7095 -44.6926 5.1918

30 0.7537 18.7095 -44.6926 38.8785

30 1.5075 18.7095 -44.6926 72.5651

31 0.0000 164.4680 1.9966 22.9784

31 0.7537 164.4680 1.9966 21.4734

31 1.5075 164.4680 1.9966 19.9685

32 0.0000 270.5657 -2.9910 14.2033

32 0.7537 270.5657 -2.9910 16.4578

32 1.5075 270.5657 -2.9910 18.7122

33 0.0000 367.7990 -7.9396 -1.2029

33 0.7537 367.7990 -7.9396 4.7815

33 1.5075 367.7990 -7.9396 10.7659



1 0.0000 475.3251 -10.6807 1.0326

1 0.9155 475.3251 -10.6807 10.8107

1 1.8310 475.3251 -10.6807 20.5888

2 0.0000 692.0283 -2.9981 16.4956

2 0.9155 692.0283 -2.9981 19.2403

2 1.8310 692.0283 -2.9981 21.9851

3 0.0000 807.6279 1.7364 23.2670

3 0.9155 807.6279 1.7364 21.6773

3 1.8310 807.6279 1.7364 20.0876

4 0.0000 801.4499 -8.7212 20.9224

4 0.9155 801.4499 -8.7212 28.9066

4 1.8310 801.4499 -8.7212 36.8908

5 0.0000 298.2465 27.4042 43.0177

5 0.9155 298.2465 27.4042 17.9294

5 1.8310 298.2465 27.4042 -7.1589

6 0.0000 56.4779 5.7968 6.0758

6 0.9155 56.4779 5.7968 0.7690

6 1.8310 56.4779 5.7968 -4.5379

7 0.0000 -45.6025 1.9955 -0.2757

7 0.9155 -45.6025 1.9955 -2.1025

7 1.8310 -45.6025 1.9955 -3.9293

8 0.0000 -1.0642 -2.3328 -2.8086

8 0.9155 -1.0642 -2.3328 -0.6730

8 1.8310 -1.0642 -2.3328 1.4627

9 0.0000 -251.2891 12.3120 1.0326

9 0.6000 -251.2891 12.3120 -6.3546

9 1.2000 -251.2891 12.3120 -13.7418

10 0.0000 -145.2769 1.3728 -10.1121

10 0.6000 -145.2769 1.3728 -10.9357

10 1.2000 -145.2769 1.3728 -11.7594

11 0.0000 -73.8225 7.7534 -8.6404

11 0.6000 -73.8225 7.7534 -13.2924

11 1.2000 -73.8225 7.7534 -17.9445

12 0.0000 19.1787 11.7897 -8.6573

12 0.6000 19.1787 11.7897 -15.7311

12 1.2000 19.1787 11.7897 -22.8049

13 0.0000 535.2131 17.7757 11.5648

13 0.6000 535.2131 17.7757 0.8994

13 1.2000 535.2131 17.7757 -9.7661

14 0.0000 -141.2683 13.9929 14.9730

14 0.6000 -141.2683 13.9929 6.5773

14 1.2000 -141.2683 13.9929 -1.8185

15 0.0000 -65.4864 8.2939 4.6052

15 0.6000 -65.4864 8.2939 -0.3712

15 1.2000 -65.4864 8.2939 -5.3476

TABLE: Element Forces - Angin Kiri

16 0.0000 33.2901 2.4243 -0.0079

16 0.6000 33.2901 2.4243 -1.4625

16 1.2000 33.2901 2.4243 -2.9171

17 0.0000 58.1572 -2.2096 -1.4627

17 0.6000 58.1572 -2.2096 -0.1369

17 1.2000 58.1572 -2.2096 1.1889

18 0.0000 -349.5478 -11.1380 3.6163

18 0.9155 -349.5478 -11.1380 13.8131

18 1.8310 -349.5478 -11.1380 24.0099

19 0.0000 -511.3600 -4.8296 16.3634

19 0.9155 -511.3600 -4.8296 20.7849

19 1.8310 -511.3600 -4.8296 25.2063

20 0.0000 -561.8304 -2.3251 21.1469

20 0.9155 -561.8304 -2.3251 23.2755

20 1.8310 -561.8304 -2.3251 25.4041

21 0.0000 -457.4141 21.3183 37.5240

21 0.9155 -457.4141 21.3183 18.0072

21 1.8310 -457.4141 21.3183 -1.5095

22 0.0000 -499.9349 -6.5010 8.2566

22 0.9155 -499.9349 -6.5010 14.2082

22 1.8310 -499.9349 -6.5010 20.1598

23 0.0000 -207.6471 10.7157 15.1330

23 0.9155 -207.6471 10.7157 5.3229

23 1.8310 -207.6471 10.7157 -4.4873

24 0.0000 -14.0176 3.2423 1.5810

24 0.9155 -14.0176 3.2423 -1.3873

24 1.8310 -14.0176 3.2423 -4.3555

25 0.0000 26.5975 -3.2973 -4.5604

25 0.9155 26.5975 -3.2973 -1.5417

25 1.8310 26.5975 -3.2973 1.4770

26 0.0000 175.0952 2.7242 10.1255

26 0.7537 175.0952 2.7242 8.0722

26 1.5075 175.0952 2.7242 6.0189

27 0.0000 99.6096 6.2910 19.4059

27 0.7537 99.6096 6.2910 14.6641

27 1.5075 99.6096 6.2910 9.9223

28 0.0000 11.9590 8.2998 22.0038

28 0.7537 11.9590 8.2998 15.7480

28 1.5075 11.9590 8.2998 9.4921

29 0.0000 -96.9136 -15.7912 10.6850

29 0.7537 -96.9136 -15.7912 22.5875

29 1.5075 -96.9136 -15.7912 34.4900

30 0.0000 290.2746 -31.0273 -6.8452

30 0.7537 290.2746 -31.0273 16.5413

30 1.5075 290.2746 -31.0273 39.9279

31 0.0000 197.5101 -0.6750 0.7207

31 0.7537 197.5101 -0.6750 1.2295

31 1.5075 197.5101 -0.6750 1.7382

32 0.0000 78.1300 -2.2984 -3.1219

32 0.7537 78.1300 -2.2984 -1.3895

32 1.5075 78.1300 -2.2984 0.3429

33 0.0000 -36.6668 0.5575 -0.2881

33 0.7537 -36.6668 0.5575 -0.7084

33 1.5075 -36.6668 0.5575 -1.1286



1 0.0000 -482.7509 16.0002 3.7788

1 0.9155 -482.7509 16.0002 -10.8692

1 1.8310 -482.7509 16.0002 -25.5173

2 0.0000 -918.5148 9.6090 -17.1099

2 0.9155 -918.5148 9.6090 -25.9068

2 1.8310 -918.5148 9.6090 -34.7037

3 0.0000 -1219.0080 1.6681 -32.0347

3 0.9155 -1219.0080 1.6681 -33.5619

3 1.8310 -1219.0080 1.6681 -35.0890

4 0.0000 -1350.2894 25.9343 -29.5248

4 0.9155 -1350.2894 25.9343 -53.2674

4 1.8310 -1350.2894 25.9343 -77.0101

5 0.0000 -847.0860 -44.6173 -83.1370

5 0.9155 -847.0860 -44.6173 -42.2902

5 1.8310 -847.0860 -44.6173 -1.4435

6 0.0000 -467.8580 -9.2013 -21.0773

6 0.9155 -467.8580 -9.2013 -12.6536

6 1.8310 -467.8580 -9.2013 -4.2298

7 0.0000 -180.8840 -8.6063 -12.4430

7 0.9155 -180.8840 -8.6063 -4.5640

7 1.8310 -180.8840 -8.6063 3.3150

8 0.0000 -6.3616 -2.9867 -2.1199

8 0.9155 -6.3616 -2.9867 0.6144

8 1.8310 -6.3616 -2.9867 3.3487

9 0.0000 323.1896 -3.1780 3.7788

9 0.6000 323.1896 -3.1780 5.6857

9 1.2000 323.1896 -3.1780 7.5925

10 0.0000 288.4943 3.7616 15.8889

10 0.6000 288.4943 3.7616 13.6320

10 1.2000 288.4943 3.7616 11.3750

11 0.0000 195.6759 -4.0935 17.4922

11 0.6000 195.6759 -4.0935 19.9483

11 1.2000 195.6759 -4.0935 22.4044

12 0.0000 57.0023 -9.7021 21.8091

12 0.6000 57.0023 -9.7021 27.6304

12 1.2000 57.0023 -9.7021 33.4517

13 0.0000 -1076.4083 -17.7757 -11.5648

13 0.6000 -1076.4083 -17.7757 -0.8994

13 1.2000 -1076.4083 -17.7757 9.7661

14 0.0000 217.4493 -16.0804 -28.1248

14 0.6000 217.4493 -16.0804 -18.4766

14 1.2000 217.4493 -16.0804 -8.8283

15 0.0000 187.3398 -11.9538 -13.4569

15 0.6000 187.3398 -11.9538 -6.2847

15 1.2000 187.3398 -11.9538 0.8876

TABLE: Element Forces - Angin Kanan

16 0.0000 109.9272 -7.5588 -5.7690

16 0.6000 109.9272 -7.5588 -1.2337

16 1.2000 109.9272 -7.5588 3.3015

17 0.0000 13.7433 -6.9244 -3.3487

17 0.6000 13.7433 -6.9244 0.8059

17 1.2000 13.7433 -6.9244 4.9605

18 0.0000 413.9777 20.0490 2.2776

18 0.9155 413.9777 20.0490 -16.0771

18 1.8310 413.9777 20.0490 -34.4318

19 0.0000 774.1462 11.6292 -19.4001

19 0.9155 774.1462 11.6292 -30.0465

19 1.8310 774.1462 11.6292 -40.6929

20 0.0000 989.5587 9.8568 -29.5728

20 0.9155 989.5587 9.8568 -38.5966

20 1.8310 989.5587 9.8568 -47.6204

21 0.0000 966.5693 -36.4346 -67.9250

21 0.9155 966.5693 -36.4346 -34.5694

21 1.8310 966.5693 -36.4346 -1.2138

22 0.0000 1009.0902 21.6173 -10.9799

22 0.9155 1009.0902 21.6173 -30.7704

22 1.8310 1009.0902 21.6173 -50.5609

23 0.0000 635.3754 -18.2474 -37.3493

23 0.9155 635.3754 -18.2474 -20.6439

23 1.8310 635.3754 -18.2474 -3.9386

24 0.0000 276.8037 -10.0419 -17.0676

24 0.9155 276.8037 -10.0419 -7.8743

24 1.8310 276.8037 -10.0419 1.3189

25 0.0000 37.8325 -5.6136 -5.8615

25 0.9155 37.8325 -5.6136 -0.7223

25 1.8310 37.8325 -5.6136 4.4169

26 0.0000 -351.1499 -1.5844 -9.8700

26 0.7537 -351.1499 -1.5844 -8.6758

26 1.5075 -351.1499 -1.5844 -7.4816

27 0.0000 -246.1705 -7.6840 -26.4067

27 0.7537 -246.1705 -7.6840 -20.6149

27 1.5075 -246.1705 -7.6840 -14.8232

28 0.0000 -130.6758 -11.4626 -33.5245

28 0.7537 -130.6758 -11.4626 -24.8847

28 1.5075 -130.6758 -11.4626 -16.2449

29 0.0000 29.2432 39.2136 -13.1470

29 0.7537 29.2432 39.2136 -42.7039

29 1.5075 29.2432 39.2136 -72.2608

30 0.0000 -357.9450 54.4498 4.3833

30 0.7537 -357.9450 54.4498 -36.6577

30 1.5075 -357.9450 54.4498 -77.6987

31 0.0000 -316.2268 -2.4878 -12.2414

31 0.7537 -316.2268 -2.4878 -10.3662

31 1.5075 -316.2268 -2.4878 -8.4910

32 0.0000 -224.6909 0.9054 -3.8789

32 0.7537 -224.6909 0.9054 -4.5614

32 1.5075 -224.6909 0.9054 -5.2438

33 0.0000 -139.3879 0.5822 0.5436

33 0.7537 -139.3879 0.5822 0.1048

33 1.5075 -139.3879 0.5822 -0.3341

Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-) Tarik (+) Tekan (-)

1 b1 0 46.546 0 9.437 0 475.325 482.751 0 0.000 55.983 0.000 521.871 482.751 46.546

2 b2 0 2384.916 0 489.945 0 692.028 918.515 0 0.000 2874.862 0.000 3076.945 918.515 2384.916

3 b3 0 4111.748 0 841.139 0 807.628 1219.008 0 0.000 4952.886 0.000 4919.375 1219.008 4111.748

4 b4 0 5083.209 0 1033.669 0 801.450 1350.289 0 0.000 6116.878 0.000 5884.658 1350.289 5083.209

5 b5 0 5083.209 0 1033.669 0 298.246 847.086 0 0.000 6116.878 0.000 5381.455 847.086 5083.209

6 b6 0 4111.748 0 841.139 0 56.478 467.858 0 0.000 4952.886 0.000 4168.225 467.858 4111.748

7 b7 0 2384.916 0 489.945 45.603 0 180.884 0 0.000 2874.862 45.603 2384.916 180.884 2384.916

8 b8 0 46.546 0 9.437 1.064 0 6.362 0 0.000 55.983 1.064 46.546 6.362 46.546

9 v1 2100.456 0 439.169 0 251.289 0 0 323.190 2539.625 0.000 2351.745 0.000 2100.456 323.190

10 v2 1588.285 0 326.482 0 145.277 0 0 288.494 1914.767 0.000 1733.562 0.000 1588.285 288.494

11 v3 1166.991 0 237.407 0 73.823 0 0 195.676 1404.399 0.000 1240.814 0.000 1166.991 195.676

12 v4 537.968 0 106.409 0 0 19.179 0 57.002 644.377 0.000 537.968 19.179 537.968 57.002

13 v5 0 5139.969 0.000 1048.720 0 535.213 1076.408 0 0.000 6188.689 0.000 5675.182 1076.408 5139.969

14 v6 537.968 0 106.409 0 141.268 0 0 217.449 644.377 0.000 679.236 0.000 537.968 217.449

15 v7 1166.991 0 237.407 0 65.486 0 0 187.340 1404.399 0.000 1232.478 0.000 1166.991 187.340

16 v8 1588.285 0 326.482 0 0 33.290 0 109.927 1914.767 0.000 1588.285 33.290 1588.285 109.927

17 v9 2100.456 0 439.169 0 0 58.157 0 13.743 2539.625 0.000 2100.456 58.157 2100.456 13.743

18 a1 2354.938 0 483.801 0 349.548 0 0 413.978 2838.739 0.000 2704.485 0.000 2354.938 413.978

19 a2 4088.380 0 836.477 0 511.360 0 0 774.146 4924.857 0.000 4599.740 0.000 4088.380 774.146

20 a3 5178.584 0 1053.144 0 561.830 0 0 989.559 6231.728 0.000 5740.414 0.000 5178.584 989.559

21 a4 5194.876 0 1047.381 0 457.414 0 0 966.569 6242.257 0.000 5652.290 0.000 5194.876 966.569

22 a5 5194.876 0 1047.381 0 499.935 0 0 1009.090 6242.257 0.000 5694.811 0.000 5194.876 1009.090

23 a6 5178.584 0 1053.144 0 207.647 0 0 635.375 6231.728 0.000 5386.231 0.000 5178.584 635.375

24 a7 4088.380 0 836.477 0 14.018 0 0 276.804 4924.857 0.000 4102.397 0.000 4088.380 276.804

25 a8 2354.938 0 483.801 0 0.000 26.597 0 37.832 2838.739 0.000 2354.938 26.597 2354.938 37.832

26 d1 0 1790.129 0 367.799 0 175.095 351.150 0 0.000 2157.928 0.000 1965.224 351.150 1790.129

27 d2 0 1330.079 0 270.566 0 99.610 246.170 0 0.000 1600.645 0.000 1429.689 246.170 1330.079

Batang A+D

A B

Beban Sendiri Beban Tak Terduga Angin Kiri Angin Kanan A+B

C D Kombinasi Pembebanan

A+C

28 d3 0 827.975 0 164.468 0 11.959 130.676 0 0.000 992.443 0.000 839.934 130.676 827.975

29 d4 0 126.116 0 18.709 96.914 0 0 29.243 0.000 144.825 96.914 126.116 0.000 155.359

30 d5 0 126.116 0 18.709 0 290.275 357.945 0 0.000 144.825 0.000 416.391 357.945 126.116

31 d6 0 827.975 0 164.468 0 197.510 316.227 0 0.000 992.443 0.000 1025.485 316.227 827.975

32 d7 0 1330.079 0 270.566 0 78.130 224.691 0 0.000 1600.645 0.000 1408.209 224.691 1330.079

33 d8 0 1790.129 0 367.799 36.667 0 139.388 0 0.000 2157.928 36.667 1790.129 139.388 1790.129

Tarik (+) Tekan (-) Tarik (+) Tekan (-)

482.751 521.871

918.515 3076.945

1219.008 4952.886

1350.289 6116.878

847.086 6116.878

467.858 4952.886

180.884 2874.862

6.362 55.983

2539.625 323.190

1914.767 288.494

1404.399 195.676

644.377 57.002

1076.408 6188.689

679.236 217.449

1404.399 187.340

1914.767 109.927

2539.625 58.157

2838.739 413.978

4924.857 774.146

6231.728 989.559

6242.257 966.569

6242.257 1009.090

6231.728 635.375

4924.857 276.804

2838.739 37.832

351.150 2157.928

246.170 1600.645

6188.689

6242.257 1009.090

1350.289 6116.878

357.945 2157.928

2539.625

Nilai Ekstrim Beban Design

130.676 992.443

96.914 155.359

357.945 416.391

316.227 1025.485

224.691 1600.645

139.388 2157.928

357.945 2157.928

C. Perhitungan Dimensi Batang

1 Batang bawah (tekan)

Diketahui : ` Panjang batang, Lk = m = cm

` Pmax = kg

` Tegangan tekan ijin = kg/cm²

` Elastisitas kayu = kg/cm²

` Taksiran ukuran kayu =

` Luas penampang bruto

= b . h

=

= cm²

` Angka keamanan

=

` Momen lembam minimum

` Momen lembam terhadap sumbu x

` Momen lembam terhadap sumbu y

` Jari-jari lembam minimum

` Angka kelangsingan

karena λ < 100 maka digunakan persamaan Tetmayer

-

-

=

` Tegangan yang terjadi

cm4

12 12

1166.67 cm4

84.0183imin 2.17948

Fbr

10 14

140

n 4.0

10 2744 = 2286.67

1.831 183.12

6116.88

106.25

125000

10 14

33531.54= 665.018 cm

4

π².E 9.8696 125000Imin =

n.Pk.Lk²=

4.0 6116.88

imin =Imin

=665.018

=

Ix =1

b h3 =

1

12 12Iy =

1h b

3 =1

w =300

300 2λ

300 168.037

2.273

2.179 cmFbr 140

=Lk

=183.12

=

14 1000 =

ɽytj =Pmax . w

=Fbr 140

=300

λ

99.3275………………………………………………………betul6116.88 2.273

=

b

h

2 Batang vertikal (tekan)


` Pmax = kg





= b . h

=

= cm²

` Angka keamanan

=






karena λ < 100 maka digunakan persamaan Tetmayer

-

-

=


betulFbr 140

2.257

ɽytj =Pmax . w

=6188.69 2.257

= 99.7545

w =300

300 2λ

=300

300 167.059

λ =Lk

=120.00

= 83.5294imin 1.43662

imin =Imin

=288.942

= 1.437 cmFbr 140

Iy =1

h b3 =

114 1000 =

12 12

Imin =n.Pk.Lk²

=4.0 6188.69 14400.00

=

cm4

12 12Ix =

1b h

3 =1

10 2744 =

π².E 9.8696 125000

Fbr

10 14

140

n 4.0

1.200 120.00

6188.69

106.25

125000

10 14

cm4

2286.67

288.942

1166.67 cm4

………………………………………………………

b

h

2 Batang atas (tarik)


` Pmax = kg


` Perlemahan = %



= b . h

=

= cm²

` Luas penampang netto

= Fbr (100% - % perlemahan)

= % - %

= cm²


4 Batang diagonal (tekan)


` Pmax = kg





= b . h

=

= cm²

` Angka keamanan

=




10 12

120

Fn

120 100

6242.26

106.25

25

10 12

Fbr

1.83 183.12

betulFn 120

0

120

ɽytj =Pmax

=6242.26

= 52.0188………………………………………………………

1.49251 149.25

Imin =n.Pk.Lk²

=4.0

2157.93

106.25

125000

10 12

Fbr

2157.93 22275.93= 194.82 cm

4

π².E 9.8696 100000

10 12

120

n 4.0

10 1728 = 1440 cm4

12 12Ix =

1b h

3 =1

12 1000 = 1000 cm4

12 12Iy =

1h b

3 =1

b

h

b

h



karena λ > 100 maka digunakan persamaan Euler

+ λ +

=


117.136imin 1.27417

w =3

v λ2

1.274 cmFbr 120

λ =Lk

=149.25

=

imin =Imin

=194.82

=

= 3.671435000 100 100

=3

3.6714 13720.9435000

v =250

=250 117.14

4.318= 77.6462………………………………………………………betul

Fbr 120

4.318

ɽytj =Pmax . w

=2157.93

D. Perhitungan Sambungan

1 Sambungan gigi Diketahui : ` Kayu kelas kuat II mutu A ` α = ⁰

` Pa3 = kg ` Dimensi a3 = a4 =

` Pa4 = kg ` Dimensi v4 =

` Pv4 = kg

Sambungan a3-v4 = a4-v4

` Direncanakan sambungan gigi bertampang satu, dengan data tegangan terfaktor sebagai berikut :

` Tegangan tekan sejajar serat yang diijinkan (ζtk//) = kg/cm2

` Tegangan tekan tegak lurus yang diijinkan (ζtk) = kg/cm2

` Tegangan geser sejajar serat yang diijinkan (ɽ//) = kg/cm2

` Ketentuan tm

untuk α< = = cm

untuk α> = = cm

untuk α = harus di interpolasi = cm

` = ζtk// - (ζtk// - ζtk) sinα

= -

= kg/cm2

= ζtk// - (ζtk// - ζtk) sin1/2α

= -

= kg/cm2

= cm ……………………………………………………… bodoK

= cm ………………………………………………………syarat ketentuan PKKI menggunakan Lmin =15 cm

2 Sambungan paku

Diketahui : ` Kayu kelas kuat II mutu A ` Dimensi a1 = a2 =

` = kg ` Dimensi v2 =

` = kg ` Dimensi d2 =

` = kg

` = kg

Sambungan a1-v2

` Direncanakan sambungan paku 41/2" BWG 6 (52/114), dengan data-data sebagai berikut :

= cm

= cm

= kg/cm2

57.0

6242.257 10 12

6231.728 10 12

60.0 1/6 h 2.0

57.0 2.3

217.449

106.25

31.25

15.00

50.0 1/4 h 3.0

ζtk//α

106.25 75.00 0.8387

43.35

`ζ⁰tk1/2α

106.25 75.00 0.4772

=6231.728 0.7723

12 70.4631

5.692

70.463

` tm =S cos

2 1/2α

b ζtk 1/2α

` lm =S cosα

b ζ//

=6231.728 0.5446

12 43.3497

Pa2 4924.857 10 14

Pv2 1914.767

6.5245

10 12

Pa1 2838.739 10 12

ζkd 150

Pd2 1600.645

lp 11.4

d 0.52

a1

a2

v2

d2

a3 a4

v4

` Direncanakan sambungan bertampang satu :

≥ 7d

≥ 7

≥ ……………………………………………………… betul

maka nilai S adalah :

= 3.5 d2 ζkd

=

= kg

` Jumlah paku yang digunakan

maka digunakan baut sebanyak = buah

Sambungan v2-d2


= cm

= cm

= kg/cm2


≥ 7d

≥ 7

≥ ……………………………………………………… betul


= 3.5 d2 ζkd

=

= kg



Sambungan d2-a2


= cm

= cm

= kg/cm2


≥ 7d

≥ 7

≥ ……………………………………………………… betul


= 3.5 d2 ζkd

=

= kg



b

10 0.52

10 3.64

= 19.997S 141.96

10.0

lp 11.4

S

3.5 0.2704 150

141.96

n =Pmaks

=2838.739

10 3.64

S

3.5 0.2704 150

d 0.52

ζkd 150

b

10 0.52

= 13.488S 141.96

6.0

lp 11.4

141.96

n =Pmaks

=1914.767

10 3.64

S

3.5 0.2704 150

d 0.52

ζkd 150

b

10 0.52

= 34.692S 141.96

11.0

141.96

n =Pmaks

=4924.857

3 Sambungan baut

Diketahui : ` Kayu kelas kuat II mutu A ` Dimensi b3 = b4 =

` = kg ` Dimensi v4 =

` = kg ` Dimensi d3 = d4 =

` = kg

` = kg

` = kg

Sambungan b4-d4 = b3-d3

`

=

` Menghitung diameter baut yang digunakan :

digunakan baut 3/4" dengan diameter = cm

` Mencari sudut antara b3 - d3

= ⁰

` Kekuatan sambungan baut

S = 40 d b (1 - 0.6 sinα)

=

= kg

S = 215 d2 (1 - 0.35 sinα)

=

= kg

digunakan Smin dalam perencanaan = kg

` Jumlah baut yang digunakan


Sambungan d3-v4 = d4-v4

`

=

` Menghitung diameter baut yang digunakan :

digunakan baut 3/4" dengan diameter = cm

` Mencari sudut antara b3 - d3

= ⁰

` Kekuatan sambungan baut

S = 40 d b (1 - 0.6 sinα)

=

= kg

10

Pd3 130.676

Pd4 96.914

Pv4 217.449

14

Pb3 4952.886 10 12

Pb4 4952.886 10 14

Direncanakan sambungan baut golongan II (untuk kayu kelas kuat II), bertampang satu berdasarkan PKKI'61

sehingga diperoleh :

λb 5.4

d =b

=10

= 1.8519

α 64.133

40 1.905 10 0.4601

cmλb 5.4

1.905

cosα =b3

=1.833

=

350.61

215 3.629 0.6851

534.52

350.61

0.4363d3 4.202

14.127Smin 350.60683

4.0

Direncanakan sambungan baut golongan II (untuk kayu kelas kuat II), bertampang satu berdasarkan PKKI'61

sehingga diperoleh :

λb 5.4

n =Pmaks

=4952.886

=

cmλb 5.4

1.905

α 25.867

d =b

=10

=

40 1.905 10 0.7382

562.53

1.8519

b3 b4

d3 d4v4

S = 215 d2 (1 - 0.35 sinα)

=

= kg

digunakan Smin dalam perencanaan = kg

` Jumlah baut yang digunakan


215 3.629 0.8473

562.53196

2.0

661.1

562.53

n =Pmaks

=217.449

= 0.3866Smin

Desain Str Kayu

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