portal miring

PERHITUNGAN KUDA-KUDA

Dik : Jarak antar gording = 1.7 mJarak antar kuda-kuda = 6 mSudut kuda-kuda = 29 °

1. PEMBEBANANBeban berdasarkan PPIUG tahun 1983

a. Beban mati 1. Atap Metal = 4.5 Kg/m2

= 4,5 x 1,7= 7.65 Kg/m (beban merata)

2. Insulasi panas = 3 Kg/m2= 3 x 1,7= 5.1 Kg/m (beban merata)

3. Berat gording = 7.43 Kg/m

Pdl =

Beban merata = 20.18 Kg/m

b. Beban hidupBeban Pekerja = 100 Kg/m2

= 100 x 1,7

Pll = 170 Kg/m

c. Beban anginKuat tekanan tiup angin bukan di tepi pantai = 25 Kg/m2

0,9

0,02a- 0,4-0,4

-0,4BID // ANGIN 0,4

a < 65°

koefisien angin tekan PRE ELIMINARY DESIGNC =

0,02 x 23 - 0,4 direncanakan kuda-kuda profil 450x200x9x14= 0.18 H = 450 mm r = 18 mm

beban angin tekan = 0,08 x 6m x 25 Kg/m2 B = 200 mm bf = 200 mm= 27 kg/m Ix = 33500 tf = 14 mm

koefisien angin hisap Iy = 1870 tw = 9 mmC = -0.4 A = 96.8 d = 450 mm

beban angin hisap = 0,4 x 6 m x 25 Kg/m2 ix = 18.6 cm h = 386 mm= 60 kg/m iy = 4.4 cm

Zx = 1678.97 BJ-371678970 mm3

E = 200000 Mpafy = 240 Mpa

DL KINEMATIS = 7Beban gording 20.18 kg/m ELEMEN = 4

0,02α-0,4

cm4

cm4

cm2

cm3

0,9

0,02a- 0,4-0,4

-0,4BID // ANGIN 0,4

a < 65°

total 20 kg/m 0.20 KN/mLLBeban terbagi rata 170.0 kg/m 1.7 KN/mWLBeban terbagi rata 15 kg/m 0.15 KN/m TEKAN 9.8615415

60 0.6 KN/m HISAP

5.00 m h4 - d49.77

h3 - d3

1 mh2 - d2

h1 - d19 21 m 9

Q3 - D3

h4 - d4h3 - d3

Q2 - D2 Q6 - D6 Q4 - D4 Q7 - D7 h2 - d2h1 - d1

Q1 - D1 Q5 - D5

A = D1 D2 D3 D4 D5 D6 D7 Q = DL LL WL tekan WL isapd1 1 0 0 0 0 -1.0 0 1 0 0 0 0d2 0 1 0 0 0 -1.0 0 2 1.61 13.52 1.19 0

d3 0 1 0 0 0 0.1 -0.1 3 0 0 -1.19 5d4 0 0 1 0 0 0.1 -0.1 4 -1.61 -13.52 0 -5d5 0 0 1 0 0 -0.1 0.1 5 0 0 0 0d6 0 0 0 1 0 -0.1 0.1 6 -1 -7 0.189 -1.51d7 0 0 0 1 0 0 -1.0 7 1 7 1.2 -1.613d8 0 0 0 0 1 0 -1.0

At = 1 0 0 0 0 0 0 0 4EI = 0.2680 1 1 0 0 0 0 0 2EI = 0.1340 0 0 1 1 0 0 00 0 0 0 0 1 1 00 0 0 0 0 0 0 1

-1.0 -1.0 0.1 0.1 -0.1 -0.1 0 00 0 -0.1 -0.1 0.1 0.1 -1.0 -1.0

S = 0.27 0.13 0 0 0 0 0 00.13 0.27 0 0 0 0 0 0

0 0 0.03 0.01 0 0 0 00 0 0.01 0.03 0 0 0 00 0 0 0 0.03 0.01 0 00 0 0 0 0.01 0.03 0 00 0 0 0 0 0 0.27 0.130 0 0 0 0 0 0.13 0.27

SA= 0.27 0.13 0.00 0.00 0.00 -0.40 0.00 Free body DL0.13 0.27 0.00 0.00 0.00 -0.40 0.000.00 0.03 0.01 0.00 0.00 0.00 0.00 Q = 4.23780.00 0.01 0.03 0.00 0.00 0.00 0.000.00 0.00 0.03 0.01 0.00 0.00 0.00 1.93

0.00 0.00 0.01 0.03 0.00 0.00 0.00

0.00 0.00 0.00 0.27 0.13 0.00 -0.400.00 0.00 0.00 0.13 0.27 0.00 -0.40

K= 0.27 0.13 0.00 0.00 0.00 -0.40 0.000.13 0.30 0.01 0.00 0.00 -0.40 0.00 -1.060.00 0.01 0.05 0.01 0.00 0.00 0.000.00 0.00 0.01 0.30 0.13 0.00 -0.40 1.060.00 0.00 0.00 0.13 0.27 0.00 -0.40

-0.40 -0.40 0.00 0.00 0.00 0.81 0.00 00.00 0.00 0.00 -0.40 -0.40 0.00 0.81 1.06

0.1731665k invers = 47.99 34.01 -12.15 14.60 15.54 40.84 15.23 0.5885541

34.01 34.93 -12.15 13.67 14.60 34.32 14.29 1.6740749-12.15 -12.15 24.30 -12.15 -12.15 -12.15 -12.15 2.435795414.60 13.67 -12.15 34.93 34.01 14.29 34.3215.54 14.60 -12.15 34.01 47.99 15.23 40.8440.84 34.32 -12.15 14.29 15.23 38.67 14.9115.23 14.29 -12.15 34.32 40.84 14.91 38.67

Free body LLD = DL LL WL tekan WL isap

9 72 81 -214 Q = 35.716 139 80 -198

0 0 -60 212 16.22-16 -139 75 -302

-9 -72 84 -30911 94 81 -209

-11 -94 81 -307

-8.92H = DL LL WL tekan WL isap

0 0 0 0 8.921.06 8.92 -0.17 20.55 4.60 1.36 -2 0

0.32 2.70 -0.56 4 8.92-0.32 -2.70 -0.63 1 1.46-0.55 -4.60 1.22 -6 4.958-1.06 -8.92 -1.22 1 14.102712

0 0 0 0 20.519585

Momen primerDL LL WL tekan WL isap M Akhir = DL LL WL tekan WL isap

1 0 0 0 0 0 0 0 02 0 0 0 0 1.06 8.92 -0.17 2.123 1.61 13.52 1.19 0 -1.06 -8.92 0.17 -2.124 -1.61 -13.52 -1.19 0 1.93 16.22 0.63 3.515 1.61 13.52 0 4.77 -1.93 -16.22 -0.63 -3.516 -1.61 -13.52 0 -4.77 1.06 8.92 1.22 -1.017 0 0 0 0 -1.06 -8.92 -1.22 1.018 0 0 0 0 0 0 0 0.00

Akibat DL

1.971586 1.71530.26 0.97

0.512612 1.9124384

h5 - d5

h6 - d6 -0.441077 1.1026929h7 - d7 -0.882154h8 - d8

Akibat LL

14.45

h5 - d5h6 - d6

h7 - d7h8 - d8 -3.715714 9.2892857

-7.431429

Akibat AnginR = 1.4655

Rh = 0.75

0.59375 -0.104167

10.5 10.5

Akibat tekan

1.35

-0.405 0.8678571

Akibat angin tekan Akibat angin tekan

Result vertikal = 0.7636905 Result vertikal =Result Horizontal = 0.18875 Result Horizontal =

-1.93

Free body Angin tekan

Rh = 0.75Rv = 1.35

0.63 -0.631.06

-1.06

0-1.059397 0.17

-0.173166-0.588554 -0.171.95832511.1966046

3.6324 -0.17-0.09-0.090.67

0.180.67

-1.389-16.22 1.416

Momen akibat tekan8.92

-8.92

0

-8.924556-1.458786-4.95808716.49728810.080415

30.6Momen akibat DL

Momen akibat LL

0.6126071 1.1026929

TEKAN HISAP9 Vd - Hd * 5 =0 10.00 9 Vb - Hb * 5.00

-9 Vd - Hd * 5 1.875 =0 9 Vb + Hb* 5.00Hd = 0.187 Hb = -0.75Vd = 0.1041667 Vb = -0.416667Vb = -0.104167 Vd = 0.4166667Hb = 0.59375 Hd = -2.375

5.1607143 9.2892857

Akibat isapR = 5.862

5.00 3

0.1041667 0.1875 -0.75 -0.416667 0.4166667 -2.375

Akibat isap

1.45087

-0.761707 1.0881525 0.3627175 0.76170680.4821429 1.0125

Akibat angin tekan Akibat angin isap Akibat angin isap

Result vertikal = 0.5863095 Result vertikal = 0.6714858 Result vertikal = 0.7793842Result Horizontal = 1.2 Result Horizontal = -1.511707 Result Horizontal = -1.613293

Free body Angin hisap

Rh = 3Rv = 1.45087

3.51 -3.51

1.22 -2.12 -1.01

-1.22 2.12 1.01

-1.221326 2.12 1.00843590.07 -0.15 -0.430.68 1.01 -0.48

0.73

0.710.74 0.85 0.53

3.1251.382

Momen akibat hisap

=0 kiri7.5 =0 kanan

Tugas Mekanika Teknik 5Portal MiringLukas Adi NugrohoZakaria Ramadhan

PERHITUNGAN KUDA - KUDAData yang diperlukan

Jarak antar gording = 1.7 mJarak antar kuda - kuda = 6 mSudut kemiringan kuda - kuda = 18 °

PEMBEBANANa. Beban Mati

- Atap metal = 10= 10x 8= 60 kg/m

- Gording = 11 kg/m

= 71 kg/m (beban merata)= 0.71 KN/m

b. Beban Hidup

- Beban pekerja = 100= 100 x 1.52

= 170 kg/m= 1.7 KN/m

c. Beban Angin

Tekanan tiup daerah jauh dari tepi laut (W) = 25koefisien = -0.04

koefisien angin hisap = -0.4Angin tekan

= -1 kg/m= -0.01 KN/m

P angin tekan = kg

Angin hisap(-0,4) x W = 10 kg/m

= 0.1 KN/mP angin hisap = kg

PRE ELIMINARY DESIGNPRELIMINARY DESIGNDirencanakan menggunakan profil WF 500 x 300 x 18 x 26 BJ-37h= d = 500 mm ix = 20.8 cmb = bf = 300 mm iy = 7.04 cmtw = 11 mm Zx = 2910 cm3tf = 18 mm Zy = 541 cm3r = 26 mm E = = 200000 MpaA = 163.5 cm2 fy = = 240 Mpaberat = 128 kg/mIx = 71000 cm4

Iy = 8110 cm4

kg/m2

PDL

kg/m2

PLL

kg/m2

0,02 α - 0,4

(0,02 α - 0,4) x W


PERHITUNGAN MATRIK

5 m9.777243 m

4 m

9 m 9 m

KINEMATIS = 7 = 0.42447482ELEMEN = 4 0.92050485

Q3 - D3

Q2 - D2 Q4 - D4DIAGRAM Q - D

KINEMATISQ6 - D6 Q7 - D7

Q1 - D1 Q5 - D5

H4 - d4 H5 - d5

H3 - d3 H6 - d6 H7 - d7DIAGRAM H - d

H2 - d2H1 - d1

H8 - d8

a. Menghitung Reaksi akibat Beban

Akibat DLRV = 8.01575 KN 8.01575 KN

-7.21417 KN 7.214175

TAN 23°


8.01575 KN 8.0157 KN

Akibat LL

19.19264 KN 19.19264 KN

-17.2734 KN 17.27338

19.19264 KN 19.19 KN

Akibat Angin Tekan

RH = -0.05645 KN

-0.0423 KN -0.01411

0.00784 KN -0.008 KN

RH = -0.098 KN

0.043998 KN -0.044

-0.07 KN -0.02 KN

Akibat Angin Hisap

RH = 0.56448941 KN

0.141122 KN 0.4234 KN0.078401 KN -0.0784013 KN


RV = 0.977724 KN

0.439976 KN0.439976 KN

0.244431 KN 0.7333 KN

c. Menghitung Free Body

Akibat DL

Q = 12.78 KN

#VALUE! #VALUE!

#VALUE!#VALUE!

#VALUE! ###

#VALUE! ####VALUE! #VALUE!

#VALUE! #VALUE!#VALUE! #VALUE!#VALUE! #VALUE!#VALUE! #VALUE!

#VALUE!

Akibat LL

Q = 30.6 KN

#VALUE! #VALUE!


#VALUE!#VALUE!

#VALUE! ###



#VALUE!

Akibat Angin Tekan

Rh = -0.05645Rv = -0.098 #VALUE!

#VALUE!

#VALUE!#VALUE!

#VALUE! ###

#VALUE! #VALUE!#VALUE! #VALUE!


-0.05-0.02

#VALUE! #VALUE!

#VALUE!

Akibat Angin Hisap

Rh = 0.564489Rv = 0.978 #VALUE!

#VALUE!


#VALUE!#VALUE!

#VALUE! ###



0.490.16

#VALUE! #VALUE!

#VALUE!


b. Menghitung Momen Akhir menggunakan Matriks

4EI = 0.5682EI = 0.284

MOMEN PRIMERDL LL WL tekan WL isap

1 0 0 0 02 0 0 0 03 5.66 13.54 -0.08 04 -5.66 -13.54 0.08 05 5.66 13.54 0 0.806 -5.66 -13.54 0 -0.807 0 0 0 08 0 0 0 0

Q = DL LL WL tekan WL isap1 0 0 0 02 5.66 13.54 -0.08 03 0 0 0.08 0.804 -5.66 -13.54 0 -0.805 0 0 0 06 -7 -17 0.002 -0.587 7 17 -0.1 0.017

A = D1 D2 D3 D4 D5 D6 D7d1 1 0 0 0 0 -0.25 0d2 0 1 0 0 0 -0.25 0d3 0 1 0 0 0 0.10 -0.10d4 0 0 1 0 0 0.10 -0.10d5 0 0 1 0 0 -0.10 0.10d6 0 0 0 1 0 -0.10 0.10d7 0 0 0 1 0 0 -0.25d8 0 0 0 0 1 0 -0.25

At =1 0 0 0 0 0 0 00 1 1 0 0 0 0 00 0 0 1 1 0 0 00 0 0 0 0 1 1 00 0 0 0 0 0 0 1

-0.25 -0.25 0.10 0.10 -0.10 -0.10 0 00 0 -0.10 -0.10 0.10 0.10 -0.25 -0.25

S =


0.14 0.07 0 0 0 0 0 00.07 0.14 0 0 0 0 0 0

0 0 0.06 0.03 0 0 0 00 0 0.03 0.06 0 0 0 00 0 0 0 0.06 0.03 0 00 0 0 0 0.03 0.06 0 00 0 0 0 0 0 0.14 0.070 0 0 0 0 0 0.07 0.14

SA =0.142 0.071 0 0 0 -0.053 00.071 0.142 0 0 0 -0.053 0

0 0.058 0.029 0 0 0.009 -0.0090 0.029 0.058 0 0 0.009 -0.0090 0 0.058 0.029 0 -0.009 0.0090 0 0.029 0.058 0 -0.009 0.0090 0 0 0.142 0.071 0 -0.0530 0 0 0.071 0.142 0 -0.053

K = At x SA 0.142 0.071 0 0 0 -0.053 00.071 0.200 0.029 0 0 -0.044 -0.009

0 0.029 0.116 0.029 0 0 00 0 0.029 0.200 0.071 -0.009 -0.0440 0 0 0.071 0.142 0 -0.053

-0.053 -0.044 0 -0.009 0 0.030 -0.0040 -0.009 0 -0.044 -0.053 -0.004 0.030

K invers=34.340 10.647 -5.738 12.304 16.780 86.991 61.15210.647 14.619 -5.738 8.332 12.304 47.886 43.919-5.738 -5.738 11.476 -5.738 -5.738 -22.951 -22.95112.304 8.332 -5.738 14.619 10.647 43.919 47.88616.780 12.304 -5.738 10.647 34.340 61.152 86.99186.991 47.886 -22.951 43.919 61.152 295.824 221.63161.152 43.919 -22.951 47.886 86.991 221.631 295.824

D = Kinvers x QDL LL WL tekan WL isap

#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!


H = SA x DDL LL WL tekan WL isap

#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!

M akhir=DL LL WL tekan WL isap


PERHITUNGAN KUDA - KUDAData yang diperlukan

Jarak antar gording = 1.6 mJarak antar kuda - kuda = 6 mSudut kemiringan kuda - kuda = 23 °

PEMBEBANANa. Beban Mati

- Atap metal = 10= 10x 8= 60 kg/m

- Gording = 11 kg/m

= 71 kg/m (beban merata)= 0.71 KN/m

b. Beban Hidup

- Beban pekerja = 100= 100 x 1.52

= 160 kg/m= 1.6 KN/m

c. Beban Angin

Tekanan tiup daerah jauh dari tepi laut (W) = 25koefisien = 0.06

koefisien angin hisap = -0.4Angin tekan

= 1.5 kg/m= 0.015 KN/m

P angin tekan = kg

Angin hisap(-0,4) x W = 10 kg/m

= 0.1 KN/mP angin hisap = kg

PRE ELIMINARY DESIGNPRELIMINARY DESIGNDirencanakan menggunakan profil WF 500 x 300 x 18 x 26 BJ-37h= d = 500 mm ix = 20.8 cmb = bf = 300 mm iy = 7.04 cmtw = 11 mm Zx = 2910 cm3tf = 18 mm Zy = 541 cm3r = 26 mm E = = 200000 MpaA = 163.5 cm2 fy = = 240 Mpaberat = 128 kg/mIx = 71000 cm4

Iy = 8110 cm4

kg/m2

PDL

kg/m2

PLL

kg/m2

0,02 α - 0,4

(0,02 α - 0,4) x W

PERHITUNGAN MATRIK

3.36 m8.690883 m

4 m

8 m 8 m

KINEMATIS = 7 = 0.42447482ELEMEN = 4 0.92050485

Q3 - D3

Q2 - D2 Q4 - D4DIAGRAM Q - D

KINEMATISQ6 - D6 Q7 - D7

Q1 - D1 Q5 - D5

H4 - d4 H5 - d5

H3 - d3 H6 - d6 H7 - d7DIAGRAM H - d

H2 - d2H1 - d1

H8 - d8

a. Menghitung Reaksi akibat Beban

Akibat DLRV = 7.125111 KN 7.125111 KN

-8.48227 KN 8.482275

TAN 23°

7.125111 KN 7.1251 KN

Akibat LL

16.05659 KN 16.05659 KN

-19.115 KN 19.11499

16.05659 KN 16.06 KN

Akibat Angin Tekan

RH = 0.075265 KN

0.0564 KN 0.018816

-0.0079 KN 0.0079 KN

RH = 0.130 KN

-0.0776 KN 0.077597

0.10 KN 0.03 KN

Akibat Angin Hisap

RH = 0.50176837 KN

0.125442 KN 0.3763 KN0.052686 KN -0.0526857 KN

RV = 0.869088 KN

0.517314 KN0.517314 KN

0.217272 KN 0.6518 KN

c. Menghitung Free Body

Akibat DL

Q = 11.36 KN

#VALUE! #VALUE!

#VALUE!#VALUE!

#VALUE! ###



#VALUE!

Akibat LL

Q = 25.6 KN

#VALUE! #VALUE!

#VALUE!#VALUE!

#VALUE! ###



#VALUE!

Akibat Angin Tekan

Rh = 0.075265Rv = 0.130 #VALUE!

#VALUE!

#VALUE!#VALUE!

#VALUE! ###



0.070.02

#VALUE! #VALUE!

#VALUE!

Akibat Angin Hisap

Rh = 0.501768Rv = 0.869 #VALUE!

#VALUE!

#VALUE!#VALUE!

#VALUE! ###



0.430.11

#VALUE! #VALUE!

#VALUE!

b. Menghitung Momen Akhir menggunakan Matriks

4EI = 0.5682EI = 0.284

MOMEN PRIMERDL LL WL tekan WL isap

1 0 0 0 02 0 0 0 03 4.47 10.07 0.09 04 -4.47 -10.07 -0.09 05 4.47 10.07 0 0.636 -4.47 -10.07 0 -0.637 0 0 0 08 0 0 0 0

Q = DL LL WL tekan WL isap1 0 0 0 02 4.47 10.07 0.09 03 0 0 -0.09 0.634 -4.47 -10.07 0 -0.635 0 0 0 06 -8 -19 -0.021 -0.647 8 19 0.1 0.141

A = D1 D2 D3 D4 D5 D6 D7d1 1 0 0 0 0 -0.25 0d2 0 1 0 0 0 -0.25 0d3 0 1 0 0 0 0.12 -0.12d4 0 0 1 0 0 0.12 -0.12d5 0 0 1 0 0 -0.12 0.12d6 0 0 0 1 0 -0.12 0.12d7 0 0 0 1 0 0 -0.25d8 0 0 0 0 1 0 -0.25

At =1 0 0 0 0 0 0 00 1 1 0 0 0 0 00 0 0 1 1 0 0 00 0 0 0 0 1 1 00 0 0 0 0 0 0 1

-0.25 -0.25 0.12 0.12 -0.12 -0.12 0 00 0 -0.12 -0.12 0.12 0.12 -0.25 -0.25

S =

0.14 0.07 0 0 0 0 0 00.07 0.14 0 0 0 0 0 0

0 0 0.07 0.03 0 0 0 00 0 0.03 0.07 0 0 0 00 0 0 0 0.07 0.03 0 00 0 0 0 0.03 0.07 0 00 0 0 0 0 0 0.14 0.070 0 0 0 0 0 0.07 0.14

SA =0.142 0.071 0 0 0 -0.053 00.071 0.142 0 0 0 -0.053 0

0 0.065 0.033 0 0 0.011 -0.0110 0.033 0.065 0 0 0.011 -0.0110 0 0.065 0.033 0 -0.011 0.0110 0 0.033 0.065 0 -0.011 0.0110 0 0 0.142 0.071 0 -0.0530 0 0 0.071 0.142 0 -0.053

K = At x SA 0.142 0.071 0 0 0 -0.053 00.071 0.207 0.033 0 0 -0.042 -0.011

0 0.033 0.131 0.033 0 0 00 0 0.033 0.207 0.071 -0.011 -0.0420 0 0 0.071 0.142 0 -0.053

-0.053 -0.042 0 -0.011 0 0.032 -0.0050 -0.011 0 -0.042 -0.053 -0.005 0.032

K invers=32.426 8.999 -5.100 11.402 16.144 79.689 58.2548.999 13.126 -5.100 7.275 11.402 41.500 40.104-5.100 -5.100 10.201 -5.100 -5.100 -20.401 -20.40111.402 7.275 -5.100 13.126 8.999 40.104 41.50016.144 11.402 -5.100 8.999 32.426 58.254 79.68979.689 41.500 -20.401 40.104 58.254 267.836 208.81758.254 40.104 -20.401 41.500 79.689 208.817 267.836

D = Kinvers x QDL LL WL tekan WL isap

#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!#VALUE! #VALUE! #VALUE! #VALUE!

H = SA x DDL LL WL tekan WL isap


M akhir=DL LL WL tekan WL isap


portal miring

Documents