hitungan baja.xls

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Data - data Konstruksi :

Kuda - kuda type = D

Kemiringan atap ( α ) = 30 ˚ Bentang Kuda - kuda ( B ) = 20 m Panjang Gudang ( L ) = 44 m Jarak antar kolom = 4.5 m

Penutup atap = Seng gelombang

Sifat dinding = Tertutup

Tinggi kolom ( h ) = 4 m DETAIL KUDA-KUDA RENCANA ATAP 30 ° P1 X 1 2 A P2 D P3 E P4 G P5 I P6 K P7 M P8 O P9 X 1 2 B A1 V1 D1 B1 C B2 F B3 H B4 J B5 L B6 N B7 P B8 V2 V3 V4 V5 V6 V7 D2 D3 D4 D5 D6 A2 A3 A4 A5 A6 A7 A8 2000 G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G KK KK KK KK KK KK KK KK KK N 4000 2000 200 200 200 200

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PERHITUNGAN PANJANG BATANG : Batang bawah ( B ) = B : L : X → X = 8 bh L = 20 m 20 8 Batang atas ( A ) = A : B : Cos α → Cos 30 ˚ = B = m Batang vertikal ( V ) = V1 = V7 = 2.5 . tg 30 ˚ = 2.5 . = m V2 = V6 = 2.5 . tg 30 ˚ = 2.5 . . 2 = m V3 = V5 = 2.5 . tg 30 ˚ = 2.5 . . 3 = m V4 = 2.5 . tg 30 ˚ = 2.5 . . 4 = m Batang diagonal ( D ) = D1 = D6 = ( 2.5 ² + ² ) ½ = ( + ) ½ = ( ) ½ = m D2 = D6 = ( 2.5 ² + ² ) ½ = ( + ) ½ = ( ) ½ = m D3 = D4 = ( 2.5 ² + ² ) ½ = ( + ) ½ = ( ) ½ = m 0.577 5.770 1.443 6.250 2.081 8.331 2.886 2.886 6.250 8.331 14.581 3.818 4.328 6.250 18.727 24.977 4.998 B = A = = 0.577 2.5 0.866 2.887 m 0.577 4.328 0.866 2.5 = 2.5 m 1.443 0.577 2.885

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PERHITUNGAN DIMENSI GORDING Dicoba memakai gording C 12

H = mm B = mm D = mm Wx = mm Wy = mm Berat profil = Kg.m¹

# Berat gording dan atap ………. ( K1 )

gording = Kg.m¹ seng gelombang = Kg.m¹ + Q = Kg.m² Baut 10 % = Kg.m² + Kg.m² → Q total = 26 Kg.m² Qy = Q total . Cos 30 ˚ = 26 . = Kg.m¹ Mx₁ = . . L ² = . . 4.5 ² = Kg.m¹ My₁ = . . Sin α . L ² = . 26 . Sin 30˚ . 4.5 ² = . 26 . 0.5 . = Kg.m¹

# Beban angin pada atap ………. ( K2 ) Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin C1 = . α - 0.4 = . 30 - 0.4 = 0.6 - 0.4 = 0.2 dibelakang angin C2 =

Dari tabel pembebanan pengaruh angin ditentukan :

beban dipihak angin W1 = C1 . A . 40

= 0.2 . . 40

= Kg.m¹

beban dibelakang angin W2 = C2 . A . 40

= . . 40 = Kg.m¹ Mx₂ = . W1 . L ² = . . 4.5 ² = Kg.m¹ 2.887 23.09469 -46.1894 -0.4 2.887 0.125 20.25 32.9063 0.02 0.02 ⅛ 0.125 23.0947 58.4584 11.1 13.4 10.0 13.4 23.4 -0.4 2.34 25.7 0.866 22.516 0.125 22.516 56.9936 ⅛ Q total 0.125 ⅛ Qy 60.7 7 55 120

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Mx₂ = . W2 . L ²

= . . 4.5 ²

= Kg.m¹

My₂ = 0

# Beban hidup ………. ( K3 )

untuk beban ini ditentukan P = Kg terpusat di tengah batang Mx₃ = ¼ . 100 . Cos 30˚ . 4.5 = . 100 . . 4.5 = Kg.m¹ My₂ = ¼ . 100 . Sin 30˚ . ( 4.5 / 2 ) = . 100 . . = Kg.m¹

Kombinasi pembebanan ( P ditiadakan saat angin bekerja )

Kombinasi K1 + K2 Mx₁ + Mx₂ = + = Kg.m¹ Mx₁ + Mx₂ = + = Kg.m¹ My₁ + My₂ = + = My₁ + My₂ = + = Total Mx = Kg.m¹ Kg.m¹ + Kg.m¹ Total My = Kg.m¹ Kg.m¹ + Kg.m¹ Kombinasi K1 + K3 Mx₁ + Mx₃ = + = Kg.m¹ My₁ + My₂ = + = Kg.m¹ Total Mx = Kg.m¹ Total My = Kg.m¹

JADI, kombinasi terbesar yang menentukan adalah kombinasi K1 + K3

28.125 32.9063 154.419 97.425 56.9936 115.452 -59.923 55.529 32.906 32.906 65.813 154.419 61.031 61.031 0 97.425 0.25 0.5 28.125 2.25 56.9936 58.4584 32.906 32.9063 0 32.906 115.452 56.9936 -59.923 -116.917 32.9063 100 0.25 0.866 ⅛ 0.125 -46.189 -116.917

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TEGANGAN YANG TERJADI Mx My Wx Wy . 10 ² . 10 ² = + = Kg.cm² σ < σ Baja BJ 37 Kg.cm² <

JADI, Memakai Baja BJ 37

KONTROL LENDUTAN e = 2.1 . 10 ⁶ Q . Cos α . L⁴ 1 P . Cos α . L³ 48 26 . . ⁴ 1 100 . . 2.1 . 10⁶ . 48 2.1 . 10⁶ . = + = Q . Sin α . L⁴ 1 P . Sin α . L³ 48 26 . . ⁴ 1 100 . . 2.1 . 10⁶ . 48 2.1 . 10⁶ . = + = F = ( Fx ² + ² ) ½ = ( ² + ² ) ½ = ( + ) ½ = ( ) ½ = F izin = JADI, F < < OOOOKKKKKEEEEYYY 1 _1.8 1.8 1.226 0.052 1.278 1.130 1 250 x L F izin 1.130 x 450 = 250 = + x 0.500 450 384 43.21 43.21 450 1.107 Fy 0.228 1.107 = 2132 + 4556 34844.544 4355.568 0.061 1.046 = 4 x 0.500 E . I x 36691.2 + Fx = 4 x = 7891 0.013 0.228 x E . I x Kg.cm² + x 384 E . I x 3693 293529.6 E . I x 450 ₊ _x 0.866 0.215 450 364 364 = 154.419 60.7 + 61.031 11.1 OOOOKKKKKEEEEYYY 4 384 x + 254.396 549.831 804.227 804.227 = Fy = 4 384 x 0.866 1600 σ = +

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PERHITUNGAN PEMBEBANAN > Data - data Konstruksi :

Berat gording = Kg.m¹

Kemiringan atap ( α ) = 30 ˚ Bentang Kuda - kuda ( B ) = 25 m Jarak antar kolom = 4.5 m

Penutup atap = Seng gelombang : 10 Kg.cm² Penggantung Plafond = 18 Kg.cm² Tinggi kolom ( h ) = 5 m Jarak gording = A L > Pembebanan beban gording = 4 . . 4.5 = Kg.cm²

beban atap dan plafond

= 28 . . 4.5 =

beban kuda - kuda

= 27 . . 4.5 = Kg.cm²

sambungan dan perlengkapan

= 30 % = Kg.cm²

beban hidup = Kg.cm² +

P = Kg.cm²

muatan tak terduga 10 % = P x 10 %

= x 10 % = P total = + = RA = RB = P1 + P2 + P3 + P4 + P5 + P6 + P7 + P8 + P9 = + + + + + + + = Kg 636.524 5092.195 1273.05 1273.05 1273.05 1273.05 115.732 115.732 1157.317 1273.049 2 = 10184.390 2 636.524 1273.05 1273.05 1273.05 105.225 0.64 m = = 13.2 2.887 100.000 Kg.cm² 1157.32 1157.32 2.887 237.600 363.741 350.751 350.751 13.2 2.887 4.5

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> Perhitungan pembebanan angin Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin C1 = . α - 0.4 = . 30 - 0.4 = 0.6 - 0.4 = 0.2 dibelakang angin C2 =

Dari tabel pembebanan pengaruh angin ditentukan : beban tekan angin W1 = C1 . 40

= 0.2 . 40

= Kg.m¹

beban hisap angin W2 = C2 . 40

= 40

= Kg.m¹

Pengaruh angin tekan ( W1 ) = 8 (titik buhul)

D = x 4.5 x 8 = Kg

E = x 4.5 x 8 = Kg

G = x 4.5 x 8 = Kg

Pengaruh angin hisap ( W2 ) = -16 (titik buhul)

K = x 4.5 x -16 = Kg M = x 4.5 x -16 = Kg O = x 4.5 x -16 = Kg B = 2.887 x 4.5 x Kg 2 = 51.96305 Kg 2.887 -207.852 2.887 -207.852 Kg I = 2.887 x 4.5 8 = 51.96305 2.887 I = 2.887 x 4.5 x -16 = -103.926 Kg 2 2.887 -207.852 0.02 0.02 -0.4 8 -16 = -103.926 103.9261 x 8 A = 2.887 2 x 4.5 2 2.887 103.9261 2.887 103.9261 -0.4 -16 x

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1 : 1 : 0 0 0 0 0 0 0 0 0 4600 4600 9200 4.6 9.2 RAV RAH 7.029 10.62 10620 7029 7970 2650 10620 2.650 10.62 RA RB 3591 3.11 9.33 0 0 0 5310 5310 5.310 5.31 0 1000 1000 REAKSI 0 1.55 0 3.11 4.11 5.38 5.38 ( + ) ( - ) PANJANG TARIK TEKAN ( + ) ( - ) GAYA ANGIN TARIK GAYA ANGIN 0 1550 4110 3110

REAKSI GAYA SIMPUL A & B

TEKAN TARIK KOMBINASI TEKAN 4.11 18850 16160 13460 13460 16160 18850 0 3110 9330 3110 1550 0 3110 4110 5380 5380 0 0 0 0 0 0 1000 21770 18660 15550 12440 12440 15550 18660 21770 18850 1000 1000 1000 1000 1000 1000 18850 1000 1000 1000 1000 1000 1000 1000 1000 1000 0 1000 1000 1000 1000 1000 0 3.11 V2 0 0 0 0 0 0 0 0 16.16 18.85 18.85 0 1.55 3.11 21.77 18.85 18.85 16.16 13.46 13.46 D4 D5 D6 21.77 18.66 15.55 12.44 12.44 15.55 18.66 1000 1000 1000 1000 1000 1000 1000 1000 V6 V7 D1 D2 D3 B1 B2 B3 B4 B5 0 0 0 V3 V4 V5 B6 B7 B8 V1 TARIK ( + ) TEKAN ( - ) BATANG PANJANG ( cm ) SKALA GAYA ( Kg) A4 A5 A6 A7 A8

MUATAN TETAP PER BATANG

NAMA

BESAR GAYA BATANG ( Kg )

A1 A2 A3

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0 1000 0 0 D6 0 1000 0 0 D3 4.594 1000 0 4594 0 1000 0 0 D5 0 1000 0 0 D4 D2 3.506 1000 0 3506 V6 0 1000 0 0 2.640 1000 0 2640 D1 2.638 1000 0 2638 V7 V5 0 1000 0 0 V2 1.131 1000 0 1131 4.59 1000 4590 0 V4 3.970 1000 0 3970 V3 V1 0 1000 0 0 B6 4.59 1000 4590 0 9.192 1000 9192 0 B8 4.59 1000 4590 0 B7 B5 4.59 1000 4590 0 B2 11.47 1000 11470 0 5.303 1000 0 5303 B4 6.89 1000 6890 0 B3 B1 11.47 1000 11470 0 A6 5.303 1000 0 5303 5.967 1000 0 5967 A8 5.303 1000 0 5303 A7 A5 5.303 1000 0 5303 A2 7.295 1000 0 7295

ANGIN KIRI TEKAN

BATANG SKALA BESAR GAYA BATANG ( Kg )

A4 4.639 1000 0 4639

A3

NAMA PANJANG ( cm ) GAYA ( Kg) TARIK ( + ) TEKAN ( - )

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D6 5.32 1000 5320 0 0 0 V7 0 1000 0 D5 7.01 1000 7010 0 D2 0 1000 0 0 D4 9.2 1000 9200 0 D3 0 1000 V3 0 1000 0 0 V4 7.96 1000 7960 0 5.311 1000 5311 0 V6 2.64 1000 2640 0 1000 0 13800 0 D1 0 1000 0 0 V5 V2 0 1000 0 0 B7 13.8 1000 0 13800 1000 0 0 V1 0 1000 0 0 B8 13.8 B6 9.19 1000 0 9190 B3 0 1000 0 0 1000 17270 0 B5 4.6 1000 0 4600 B4 0 B2 0 1000 0 0 A7 14.590 1000 14590 0 1000 10620 0 B1 0 1000 0 0 A8 17.27 A6 11.95 1000 11950 0 A3 10.62 1000 10620 0

GAYA ( Kg) TARIK ( + ) TEKAN ( - )

A5 9.29 1000 9290 0

A4 10.62

A2 10.62 1000 10620 0

ANGIN KANAN HISAP

NAMA

A1 10.62 1000 10620 0

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0 0 5320 0 5320 0 0 0 7010 0 7010 0 0 3506 0 0 0 3506 0 2638 0 0 0 2638 0 0 9200 0 9200 0 0 4594 0 0 4594 0 0 5311 0 5311 0 0 3970 7960 0 3990 0 0 0 0 0 0 0 0 0 2640 0 2640 0 0 0 0 0 0 0 4590 0 0 13800 0 9210 0 2640 0 0 0 2640 0 1131 0 0 0 1131 0 6890 0 4590 0 0 4600 -10 0 4590 0 0 13800 0 9210 0 4590 0 0 9190 0 4600 6890 0 0 5303 17270 0 11967 0 11470 0 0 0 11470 9192 0 0 0 9192 0 4653 0 0 11470 0 0 0 11470 0 0 0 0 7295 10620 0 3325 0 5303 14590 0 9287 0 0 8614 10620 0 2006 B5 B6 0 0 5303 11950 0 6647 0 0 V5 V6 V7 A6 A7 A8 B1 B2 B3 B4 B7 B8 V1 V2 V3 V4 D1 D2 D3 D4 D5 D6 BATANG

ANGIN TEKAN ( Kg ) ANGIN HISAP ( Kg ) KOMBINASI ( Kg )

TARIK TEKAN TARIK TEKAN TARIK TEKAN

( + ) ( - ) ( + ) ( - ) ( + ) ( - )

GAYA RANGKA BATANG AKIBAT ANGIN ( KOMBINASI )

0 0 5303 9290 0 3987 4639 10620 0 A1 A2 A3 A4 A5 5981 0 5967 10620 0

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0 4110 7010 0 2900 0 0 3110 5320 0 2210 0 D6 0 5748 0 4110 0 3506 0 7616 5380 0 4594 0 9974 0 5380 9200 0 3820 0 3110 5311 0 2201 0 0 0 3110 0 2638 9330 3990 0 0 0 0 0 0 0 0 0 0 0 5750 0 1550 2640 0 1090 0 0 5340 0 0 0 9210 9640 0 3110 0 2640 0 0 0 1550 0 1131 0 2681 0 16160 18850 0 6890 0 20350 13460 0 -10 0 18850 0 0 9210 9640 0 0 15550 0 0 4600 11560 0 0 13450 0 21770 11967 0 0 9803 18850 0 11470 0 30320 0 18850 13460 8453 0 0 0 0 0 0 0 11470 0 30320 0 16160 0 9192 0 25352 0 9373 0 0 D3 D4 D5 B7 B8 6647 0 0 8903 0 18660 9287 0 V7 D1 D2 A8 B1 B2 B3 B4 B5 B6 V1 V2 V3 V4 V5 V6 12440 5981 0 0 6459 0 12440 3987 0 0 15335 15550 4653 0 0 10897 A7 19764 0 0 2006 21770 18660 3325 0 0 A1 A2 A3 A4 A5 A6

GAYA RANGKA BATANG ( KOMBINASI )

AKIBAT BEBAN TETAP DAN BEBAN ANGIN

BATANG

BEBAN TETAP ( Kg ) BEBAN ANGIN ( Kg ) KOMBINASI ( Kg )

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PERHITUNGAN PROFIL KUDA - KUDA Batang atas A

Nama batang = A1, A2, A3, A4, A5, A6, A7, A8 Gaya batang Max ( P ) = Kg

Panjang batang = m → cm

Dicoba menggunakan profil Baut = 14 mm

Ix = cm⁴ F = cm² ix = cm s = mm → cm e total = + 0.5 = cm iy = 2 ( Ix + F (e)² ) = 2 ( + ( )² ) = cm² iy = ( / 2 . F ) ½ = ( / 2 . ) ½ = ( ) ½ = cm

maka ix = cm adalah i minimum ( i min ) e = 2.1 . 10 ⁶

² . 2.1 . 10 ⁶

²

Tegangan yang timbul ( σ

)

2 .

σ <

Kg.cm² < Kg.cm²

OOOOKKKKKEEEEYYY

Profil bisa dipakai.

σ = = 1469.917 2.82 = 521.247 100 . 100 . 10 100 . 100 . 10 σ kt 514.688 521.247 777.26 19.2 118.684 π

² . e

x² = 3.14 118.684 20705160 14085.942 = 1469.917 Kg.cm² v

kt

= = P 2 F = 19.2 19764 ₌ _514.688 _Kg.cm² 19764 3.608 Kg.cm² 360.8 = 360.8 3.04 3.32 177.0 19.2 3.32 777.26 777.26 177.0 19.2 3.04 28.2 2.82 σ

kt

= v kt_s 20.2412 4.499 3.04 LK ₌ i min λ = 2.82

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Batang bawah B

Nama batang = B1, B2, B3, B4, B5, B6, B7, B8 Gaya batang Max ( P ) = Kg

Tegangan izin = Kg.cm²

Ix = cm⁴ F = cm² → 2 F = ix = cm s = mm → cm F efk = 31 - 2 ( 1.5 . 0.6 ) = cm² σ < Kg.cm² < Kg.cm² OOOOKKKKKEEEEYYY

Batang diagonal D

BATANG TARIK

Nama batang = D4, D5, D6

Gaya batang Max ( P ) = Kg

Panjang batang Max = m → cm

Dicoba menggunakan profil Baut = `14 mm

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = 2.41 λ = LK = 540.9 = 224.440 i min 3.14 2400 111.016 540.9 σ = _{F efk}P = 30320_29.2 = 1038.356 Kg.cm² 23.4 2.34 3820 5.409 1600 Ŧ 1038.356 1600 90 . 90 . 9 80 . 80 . 10 87.5 15.1 30.2 2.41 30320 3.13 313 25.4 2.74 2.54 31 90 . 90 . 9 λ = LK = 312.5 = 114.051 i min 2.74 29.2 1600 116.0 15.5

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untuk λ ≥ 1 maka w = . λ s = . = F efk = - 2 ( 1.5 . 1.5 ) = cm² . σ > Kg > Kg OOOOKKKKKEEEEYYY

BATANG TEKAN

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm F efk = 31 - 2 ( 1.5 . 1.5 ) = cm² σ < Kg.cm² < Kg.cm² OOOOKKKKKEEEEYYY

321.742 1600 90 . 90 . 9 σ = _{F efk}P = 9974₃₁ = 321.742 Ŧ P 8542.371 3820 80 . 80 . 10 9974 5.409 2.54 λ = _{i min}LK = 540.9_2.74 = 197.409 4.814 = 8542.371 Kg 26.5 116.0 15.5 31 2.74 25.4 25.7 30.2 σ = F efk . б _w = 540.9 1600 90 . 90 . 9 2.381 2.381 2.021693 4.81365 25.7 1600 2.021693 ≥ 1 λ

s

=

λ

= λ g 224.440 111.016 =

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Batang vertikal V

BATANG TARIK

Nama batang = V5, V6

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm F efk = - 2 ( 1.5 . 1.5 ) = cm² σ < Kg.cm² < Kg.cm² OOOOKKKKKEEEEYYY

BATANG TEKAN

Nama batang = V2, V3, V4

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = 1 3.14 2400 111.016 λ

s

=

λ

= 261.381 Ŧ 70.319 1600 80 . 80 . 12 = 2.354447 ≥ λ = LK = 624.7 = 261.381 i min 2.39 80 . 80 . 12 102.0 17.9 35.8 2.39 24.1 2.41 70.319 F efk 31.3 24.1 2.41 λ = LK = 624.7 = 5340 6.247 624.7 1600 31.3 σ = P = 2201 = 35.8 261.381 i min 2.39 17.9 35.8 2.39 2201 6.247 624.7 1600 80 . 80 . 12 102.0

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P 8933.383 5340 80 . 80 . 12 1 λ g 111.016 Kg w 5.606 λ

s

= = 5.60594 35.8 31.3 σ = F efk . б = 31.3 1600 = 8933.383 2.381 2.381 2.354447 = 2.354447 ≥

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PERHITUNGAN BAUT PADA TIAP TITIK BUHUL

Profil seluruh kuda-kuda

tebal plat = 10 mm

diameter baut = 14 mm

diameter lubang = 14 + 1 = 15 mm tegangan geser izin б = Kg.cm²

Ng = . π . d ² . б = . . ² . = Kg Ntp = d . t . бt . б Ng > = . . 0.9 . > = OOOOKKKKKEEEEYYY

JUMLAH BAUT TITIK BUHUL A = B Batang A1

Batang B1

JUMLAH BAUT TITIK BUHUL D = O Batang A1 dan A2

-Batang D1

Batang V1

JUMLAH BAUT TITIK BUHUL E = M Batang A2 dan A3 -Batang D2 Batang V2 1600 1.5 0.949 n = gaya V2_Ng = 2681₂₈₂₆ = = 1.570 → bh → 3 n = gaya A2 - gaya A3 = 15335 10897 n = gaya D2_Ng = 7616₂₈₂₆ = 3 bh Ng 2826 2.695 → 3 bh 2.034 → 3 bh Ng 2826 3 bh Ng 2826 n = gaya D1 = 5748 = 3 bh n = gaya V1 = 0 = 0 → → Ng gaya A1 - gaya A2 = → bh 15335 2826 2826 19764 = 2826 = = 1.567 = 10.729 19764 7 = gaya A1_Ng = = Ng n = 6.99363 → 5 bh n gaya B1 30320 n 2160 Ntp 2160 2826 100 . 100 . 10 1600 2826 1.0 1.5 1600 0.25 0.25 3.14

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JUMLAH BAUT TITIK BUHUL E = K Batang A3 dan A4

-Batang D3

Batang V3

JUMLAH BAUT TITIK BUHUL I Batang A4

Batang A5

Batang V4

JUMLAH BAUT TITIK BUHUL C = P Batang B1 dan B2

-Batang V1

JUMLAH BAUT TITIK BUHUL F = N Batang B2 dan B3 -Batang D1 Batang V2 n = gaya V2 = 2681 = = 1.758 bh Ng 2826 → bh Ng 2826 0.949 → 3 2.034 → 3 n = gaya B2 - gaya B3_Ng = 30320 ₂₈₂₆ 25352 3 bh n = gaya D1 = 5748 = 30320 ₌ _0.000 → Ng 2826 Ng 2826 n gaya B1 - gaya B2 = 30320 n gaya V1 = → 3 bh 2826 bh 3 Ng 2826 bh 2826 gaya A4 = 6459 = 2.286 Ng bh = 3 bh = 3 0 = 0.000 → Ng 3 n = gaya A5 = 8453 = 2.991 → 1.570 → n = gaya V4 = 5340 = 1.890 → 5750 ₌ _2.035 → 3 = 3.529 → 3 bh bh Ng 2826 n = n = gaya V3 = n = gaya A3 - gaya A4_Ng = 10897 6459 Ng 2826 n = gaya D3 = 9974 = 3 bh 2826

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JUMLAH BAUT TITIK BUHUL H = L Batang B3 dan B4

-Batang D2

Batang V3

JUMLAH BAUT TITIK BUHUL J Batang B4 Batang B5 Batang V4 Batang D3 Batang D4 MENENTUKAN KOPEL

jumlah pelat koppel = bh

tebal pelat ( + ) = mm

gaya max = Kg

lebar pelat = cm

gaya batang yang dipikul pelat koppel ( D ) :

D = . P = . = Kg 0.015 0.015 9803 147.045 8 8 9803 18 9974 ₌ _3.529 → 3 3820 ₌ _1.352 → 3 bh 2826 bh = 1.890 → 3 n = gaya D4 = Ng n = gaya D3 = = n bh Ng 2826 5 → 7.201 = 20350 = gaya B5_Ng = 13450₂₈₂₆ = 4.759 bh Ng 2826 → 4 bh = gaya B4 Ng 2826 Ng 2826 n = gaya V4 = 5340 n bh 0 2826 n = gaya D2 = 7616 = 2.695 → 3 = 1.770 → 3 → 3 bh bh Ng 2826 n = gaya V3 = 5750 = 2.035 n = gaya B3 - gaya B4 = 25352 20350

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Ng = . π . d ² . б = . . 2 ² . = Kg Ntp = d . t . бt . б = . . 2 . =

Ng > Ntp maka, Ntp lah yang menentukan

PERHITUNGAN KOLOM > Data - data Konstruksi :

Berat gording =

Kemiringan atap ( α ) = 30 ˚ Bentang Kuda - kuda ( B ) = 25 m Jarak bagin Kuda - kuda = 3.1 m Jarak antar kolom = 4.5 m

Penutup atap = Seng gelombang : 10 Kg.cm² Penggantung Plafond = 18 Kg.cm² Tinggi kolom ( h ) = 5 m Jarak gording = A L > Pembebanan beban gording = 4 . . 4.5 = Kg.cm²

= 28 . . 4.5 =

beban kuda - kuda

= 27 . . 4.5 = Kg.cm²

= 30 % = Kg.cm² beban hidup = Kg.cm² + P = Kg.cm² 438.372 bh Ntp 4608 131.512 100.000 3.608 438.372 1362.09 4.5 237.600 13.2 = 3.608 = 0.80 m 13.2 3.608 454.608 Kg.cm² 0.25 2 = 0.032 → 5024 1.8 0.8 1600 4608 n = D = 147.045 0.25 3.14 1600

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Perhitungan reaksi kolom : P P P P P P P P RA RA ∑MA = 0 - RB . 25 + P . + P . 19 + P . + P . 13 + P . 9.4 + P . 6 + P . 3.1 + = 0 - RB . 25 + P ( 25 + + 19 + + 13 + 9.4 + 6 + 3.1 - RB . 25 + P ( 113 ) P . 113 113 25 RA = RB = 4.5 . P = 4.5 . = Pendimensian kolom tinggi kolom ( h ) = 5 m → mm б kolom Bj 37 = Kg.cm² N =

Dicoba menggunakan profil

t 1 = mm t 2 = mm A = cm² i x = cm² i y = cm² Wx = cm³ Wy = cm³

arah tegak lurus sumbu x k = 1 L ky k L 1 . λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = 0.308 λ g 111.016 i x = 500 14.6 = 111.016 λs = λ x = 34.247 = λ x = i x = 1600 6129.412 WF 350 . 250 9 14 101.5 1362.09 6129.412 3.14 2400 14.6 6 1280 292 15.6 15.6 21.9 34.2466 500 20 P 4.5 RB = ₂₅ = P = 21.9 .

(23)

untuk < λ s < 1 maka - λ s -` π² E A ²

.

2.1 . 10 ⁶ N . λ x² . ² -1 Bx = 0.6 + 0.4 . Mx1/Mx2 = 0.6 + 0.4 . 0 = 0.6 Mx = . N . L = . . =

arah tegak lurus sumbu x k = 1 L ky k L 1 . λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = untuk < λ s < 1 maka - λ s -` π² E A ²

.

2.1 . 10 ⁶ N . λ x² . ² -1 Cek persamaan interaksi

a ) N Mx A Wx Kg.cm² < Kg.cm² Wy = 1.41 = 1.41 б < x ny - 1 ny Bx Wx 6129.412 101.5 + 0.6 + < 1600 Kg.cm² 1.098 245.860 1600 x 1 383088.263₁₂₈₀ 1 ny - 1 49.373 ny = = 3.14 ny ₌ 49.373 ₌ _1.021 → λ g 111.016 49.373 6129.412 83.333 4.3E+07 101.5 ₌ 2.1E+09 ₌ 2400 111.016 λs = λ y = 83.333 = 0.751 1.674 1.593 1.593 0.751 = 0.183 = 83.3333 i y i y 6 3.14 = 2.1E+09 7188746 = 292.342 nx - 1 nx ₌ 292.342 292.342 383088.263 λ y = = = 500 0.308 1.41 0.125 0.125 6129.412 500 = 1.003 → 1 0.183 Wx = 1.593 1.41 ₌ ₌ _1.098 nx = = 3.14 101.5 6129.412 34.247 1.593

(24)

b ) N A Kg.cm² < Kg.cm² c ) N Mx A Wx Kg.cm² < Kg.cm²

Pelat dasar kolom pada pondasi

1 kip = . 10 ² Kg 1 m² = cm² Beban aksial ( P ) = = = 3 ksi Fp = . P ' C = . 3 = kgi A perlu = P / FP = / =

Profil yang digunakan adalah

A = cm²

d = cm

b = cm

menentukan lebar ( B ) dan panjang ( N ) pelat dimana harus memenuhi syarat :

B x N ≥ cm²

untuk pemilihan B dan N sedemikian hingga perbedaan ( selisih ) diantara keduanya mendekati : 0.92 d - 0.80 b

. 34 - . 25 = cm

dicoba berbagai gaya B dan N sebagai berikut :

B x N ≥ cm² 383088.263 1280 < 1600 WF 350 . 250 0.92 0.8 11.28 5590.486 101.5 34 25 5590.486 1600 Kg.cm² 101.083 1600 + < б 1351.281 1.05 1286.935 Wx < б 1.674 6129.412 101.5 1.05 < P ' C 6129.412 1351.281 0.35 0.35 Kg.cm² 359.676 1600 WF 350 . 250 4.536 6.452 6129.412 101.5 +

(25)

gunakan B = 70 dan N = 83 tekanan aktual adalah

B . N 70 . 83

hitung M dan N

83 - . 34

70 - . 25

hitung tebal pelat ( tp )

tp = N ( FP / 0.25 Fy ) ½

= ( / . )½

= → 1 cm

jadi, pelat landasan yang dipakai adalah 70 . 1 . 83

Menentukan jumlah baut

pada kolom digunakan profil WF . 350 . 250 . 9 . 14

diameter baut = 2 ( 14 + 9 / 2 ) = mm diameter lubang = 23 + 1 = 24 mm e1 = 2 d = 2 . 24 = 48 s = 3 d = 3 . 24 = 72 Ng = . π . d ² . б = . . 2.4 ² . = Kg Ntp = d . t . б = . . =

2 23 1.055 Kg.cm² = = 25 25.35 5680 3456 n = P = 6129.412 = 1.774 7234.56 2.4 0.9 0.25 0.25 3.14 1600 bh Ntp 3456 1600 → M = N - 0.95 d₂ = 0.95₂ 1.048 1.055 0.25 2400 Fp = P = 6129.412 = cm 2 2 25 1 3 9 13 cm 78 N = N - 0.80 d = 0.80 75 75 71 70 76 80 83 B N Was selisih 5700 5694 5740

(26)

Cek kekuatan baut :

untuk mengetahui kuat atau tidaknya baut menahan suatu beban harus memenuhi syarat berikut :

б ≤ 0.8 x Kg.cm² 2 . 1/4 . π . d² . 3 2 . . 2.4 ² . 3 Kg.cm² ≤ 0.8 x Kg.cm² Kg.cm² ≤ Kg.cm² OOOOKKKKKEEEEYYY 225.931 1600 225.931 1280 1600 0.25 3.14 P 6129.412

(27)

30 ° P1 X 1 2 A P2 D P3 E P4 G P5 I P6 K P7 M P8 O P9 X 1 2 B A1 V1 D1 B1 C B2 F B3 H B4 J B5 L B6 N B7 P B8 V2 V3 V4 V5 V6 V7 D2 D3 D4 D5 D6 A2 A3 A4 A5 A6 A7 A8 2000 G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G KK KK KK KK KK KK KK KK KK N 4000 2000 200 200 200 200

(28)

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³

³ 43.21

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+ 2

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1706.8 30.24

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(48)

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0.00342064884091075

66.28760754 179.572623 245.8602306

(50)

5074.83 1014.966 1118.814348 32.68877867

(51)

34.5 l 2 = ( + 14 / 2 ) > 1.5 diameter lubang = 250 250 33000

(52)

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Data - data Konstruksi :

Kuda - kuda type = D

Kemiringan atap ( α ) = 30 ˚

Bentang Kuda - kuda ( B ) = 25 m

Panjang Gudang ( L ) = 40 m

Jarak antar kolom = 4.5 m

Penutup atap = Asbes Gelombang

Sifat dinding = Tertutup

Tinggi kolom ( h ) = 5 m

DETAIL KUDA-KUDA

RENCANA ATAP

PERHITUNGAN PANJANG BATANG : Batang bawah ( B ) = B : L : X → X = 8 bh L = 25 m 25 8 Batang atas ( A ) = A : B : Cos α → Cos 30 ˚ = B = 3.125 m A = 3.125 = 3.609 m 0.866 B = = 3.125 m 0.866 30 ° P1 X 1 2 A P2 D P3 E P4 G P5 I P6 K P7 M P8 O P9 X 1 2 B A1 V1 D1 B1 C B2 F B3 H B4 J B5 L B6 N B7 P B8 V2 V3 V4 V5 V6 V7 D2 D3 D4 D5 D6 A2 A3 A4 A5 A6 A7 A8 2000 G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G KK KK KK KK KK KK KK KK KK N 4000 2000 200 200 200 200

(79)

Batang vertikal ( V ) = V1 = V7 = 3.125 . tg 30 ˚ = 3.125 . = m V2 = V6 = 3.125 . tg 30 ˚ = 3.125 . . 2 = m V3 = V5 = 3.125 . tg 30 ˚ = 3.125 . . 3 = m V4 = 3.125 . tg 30 ˚ = 3.125 . . 4 = m Batang diagonal ( D ) = D1 = D6 = ( 3.125 ² + ² ) ½ = ( + ) ½ = ( ) ½ = m D2 = D5 = ( 3.125 ² + ² ) ½ = ( + ) ½ = ( ) ½ = m D3 = D4 = ( 3.125 ² + ² ) ½ = ( + ) ½ = ( ) ½ = m

PERHITUNGAN DIMENSI GORDING

Dicoba memakai gording C 12

H = mm B = mm D = mm Wx = mm Wy = mm Berat profil = Kg.m¹

# Berat gording dan atap ………. ( K1 )

gording = Kg.m¹ asbes gelombang = Kg.m¹ + Q = Kg.m² Baut 10 % = Kg.m² + Kg.m² → Q total = 26 Kg.m² Qy = Q total . Cos 30 ˚ = 26 . = Kg.m¹ Mx₁ = . . L ² = . . 4.5 ² = Kg.m¹ My₁ = . . Sin α . L ² = . 26 . Sin 30˚ . 4.5 ² = . 26 . 0.5 . = Kg.m¹

# Beban angin pada atap ………. ( K2 )

Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin C1 = . α - 0.4 = . 30 - 0.4 = 0.6 - 0.4 = 0.2 dibelakang angin C2 = -0.4 10.3 23.7 2.37 26.1 0.866 22.516 ⅛ Qy 0.125 22.516 56.9936 ⅛ Q total 0.125 0.125 20.25 32.9063 0.02 0.02 3.608 3.608 9.766 13.017 22.783 4.773 5.409 9.766 29.261 39.027 6.247 120 55 7 60.7 11.1 13.4 13.4 0.577 1.803 0.577 3.606 0.577 5.409 0.577 7.213 1.803 9.766 3.251 13.017

(80)

(81)

beban dipihak angin W1 = C1 . A . 40

= 0.2 . . 40

= Kg.m¹

beban dibelakang angin W2 = C2 . A . 40

= . . 40 = Kg.m¹ Mx₂ = . W1 . L ² = . . 4.5 ² = Kg.m¹ Mx₂ = . W2 . L ² = . . 4.5 ² = Kg.m¹ My₂ = 0 # Beban hidup ………. ( K3 )

untuk beban ini ditentukan P = Kg terpusat di tengah batang

Mx₃ = ¼ . 100 . Cos 30˚ . 4.5 = . 100 . . 4.5 = Kg.m¹ My₂ = ¼ . 100 . Sin 30˚ . ( 4.5 / 2 ) = . 100 . . = Kg.m¹

Kombinasi pembebanan ( P ditiadakan saat angin bekerja )

Kombinasi K1 + K2 Mx₁ + Mx₂ = + = Kg.m¹ Mx₁ + Mx₂ = + = Kg.m¹ My₁ + My₂ = + = My₁ + My₂ = + = Total Mx = Kg.m¹ Kg.m¹ + Kg.m¹ Total My = Kg.m¹ Kg.m¹ + Kg.m¹ Kombinasi K1 + K3 Mx₁ + Mx₃ = + = Kg.m¹ My₁ + My₂ = + = Kg.m¹ Total Mx = Kg.m¹ Total My = Kg.m¹

JADI, kombinasi terbesar yang menentukan adalah kombinasi K1 + K3

65.813 56.993625 97.425 154.419 32.90625 28.125 61.031 154.419 61.031 2.25 28.125 56.993625 73.073037 130.067 56.993625 -146.146 -89.152 32.90625 0 32.906 32.90625 0 32.906 130.067 -89.152 40.914 32.906 32.906 3.609 28.86836 -0.4 3.609 -57.73672 ⅛ 0.125 28.868 73.073 ⅛ 0.125 -57.73672055 -146.146 100 0.25 0.866 97.425 0.25 0.5

(82)

TEGANGAN YANG TERJADI Mx My Wx Wy . 10 ² . 10 ² = + = Kg.cm² σ < σ Baja BJ 37 Kg.cm² <

JADI, Memakai Baja BJ 37

KONTROL LENDUTAN e = 2.1 . 10 ⁶ Q . Cos α . L⁴ 1 P . Cos α . L³ 48 26 . . ⁴ 1 100 . . ³ 2.1 . 10⁶ . 48 2.1 . 10⁶ . = + = Q . Sin α . L⁴ 1 P . Sin α . L³ 48 26 . . ⁴ 1 100 . . ³ 2.1 . 10⁶ . 48 2.1 . 10⁶ . = + = F = ( Fx ² + ² ) ½ = ( ² + ² ) ½ = ( + ) ½ = ( ) ½ = F izin = JADI, F < < F izin 1.130 1.8 OKEY 0.061 1.046 1.107 Fy 1.107 0.228 1.226 0.052 1.278 1.130 1 _x _L ₌ 1 _x ₄₅₀ ₌ _1.8 250 250 x 384 E . I x E . I x = 4 x 0.500 450 + x 0.500 450 384 43.21 43.21 = 2132 + 4556 34844.544 4355.568 x 0.866 450 384 364 364 = 3693 + 7891 293529.6 36691.2 0.013 0.215 0.228 Fx = 4 x + 254.396 549.831 804.227 804.227 1600 Kg.cm² AMAN Fy = 4 x + x 384 E . I x E . I x = 4 x 0.866 450 + σ = + = 154.419 + 61.031 60.7 11.1

(83)

PERHITUNGAN PEMBEBANAN > Data - data Konstruksi :

Berat gording = Kg.m¹

Penutup atap = asbes gelombang : 10.3 Kg.cm²

Penggantung Plafond = 18 Kg.cm² Tinggi kolom ( h ) = 5 m Jarak gording = A L > Pembebanan beban gording = 4 . . 4.5 = Kg.cm²

= 28 . . 4.5 =

beban kuda - kuda

= 27 . . 4.5 = Kg.cm²

= 30 % = Kg.cm²

beban hidup = Kg.cm² +

P = Kg.cm²

muatan tak terduga 10 % = P x 10 %

= x 10 % = P total = + = RA = RB = P1 + P2 + P3 + P4 + P5 + P6 + P7 + P8 + P9 = + + + + + + + + = Kg = 12062.318 2 6031.159 100.000 1370.72 1370.7179 137.072 137.072 1370.718 1507.790 753.8948441 1507.79 1507.79 1507.79 1507.79 1507.79 1507.79 2 1507.79 753.8948441 13.4 = 3.609 = 0.80 m 4.5 13.4 241.200 3.609 459.548 Kg.cm² 3.609 438.438 438.438 131.531

(84)

> Perhitungan pembebanan angin Beban angin = 40 Kg.m² kemiringan atap = 30 ˚ dipihak angin C1 = . α - 0.4 = . 30 - 0.4 = 0.6 - 0.4 = 0.2 dibelakang angin C2 =

beban tekan angin W1 = C1 . 40

= 0.2 . 40

= Kg.m¹

beban hisap angin W2 = C2 . 40

= 40

= Kg.m¹

Pengaruh angin tekan ( W1 ) = 8 (titik buhul)

D = x 4.5 x 8 = Kg

E = x 4.5 x 8 = Kg

G = x 4.5 x 8 = Kg

Pengaruh angin hisap ( W2 ) = -16 (titik buhul)

K = x 4.5 x -16 = Kg M = x 4.5 x -16 = Kg O = x 4.5 x -16 = Kg 4.5 x -16 = -129.9076 Kg 2 B = 3.609 x -129.9076 Kg 2 8 = 64.953811 Kg 2 64.953811 3.609 -259.8152 3.609 -259.8152 3.609 -259.8152 x -16 = 129.90762 3.609 129.90762 I = 3.609 x 4.5 x I = 3.609 x 4.5 3.609 0.02 0.02 A = 3.609 x 4.5 x Kg 2 3.609 129.90762 -0.4 8 -0.4 -16 8 =

(85)

1 : 1 : 5315.9 0 RA 7.082 4.687 7082.2 4686.6 2395.6 3.585 3541.1 3584.8 0 0 RB 7.084 1.768 7083.6 1767.7 43.7 RAH 6.196 3.067 6195.8 3066.7 3129.1 0 RAV 3.5411 REAKSI

PANJANG GAYA ANGIN GAYA ANGIN KOMBINASI

( + ) ( - ) 1000 1000 ( + ) ( - ) D2 4.114 1000 0 4114.1 D3 5.387 1000 0 5386.7 D4 5.387 1000 0 5386.7 D5 4.114 1000 0 4114.1 D6 3.110 1000 0 3110

REAKSI GAYA SIMPUL A & B

V5 3.110 1000 0 3110 V6 1.555 1000 0 1555 V7 0 1000 0 0 D1 3.110 1000 0 3110 V1 0 1000 0 0 V2 1.555 1000 0 1555 V3 3.110 1000 0 3110 V4 9.330 1000 0 9330 B5 13.467 1000 13466.7 0 B6 16.160 1000 16160 0 B7 18.8534 1000 18853.4 0 B8 18.8534 1000 18853.4 0 B1 18.8534 1000 18853.4 0 B2 18.8534 1000 18853.4 0 B3 16.160 1000 16160 0 B4 13.467 1000 13466.7 0 A5 3.110 1000 0 3110 A6 6.220 1000 0 6220 A7 9.330 1000 0 9330 A8 13.815 1000 0 13815 13815 A2 9.330 1000 0 9330 6220 A4 3.110 1000 0 3110 A3 6.220 1000 0 A1 13.815 1000 0

MUATAN TETAP PER BATANG

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D4 0 1000 0 0 D5 0 1000 0 0 D6 0 1000 0 0 V7 0 1000 0 0 D1 1.759 1000 0 1759.2 D2 3.057 1000 0 3057 D3 3.062 1000 0 3061.8 V3 1.765 1000 0 1764.9 V4 2.650 1000 0 2650.1 V5 0 1000 0 0 V6 0 1000 0 0 B7 3.062 1000 3061.8 0 B8 3.062 1000 3061.8 0 V1 0 1000 0 0 V2 0.880 1000 0 879.6 B3 6.128 1000 6128.4 0 B4 4.595 1000 4595.1 0 B5 3.062 1000 3061.8 0 B6 3.062 1000 3061.8 0 A7 3.535 1000 0 3535.4 A8 3.535 1000 0 3535.4 B1 7.652 1000 7651.9 0 B2 7.652 1000 7651.9 0 A3 3.094 1000 0 3094.2 A4 3.093 1000 0 3092.8 A5 3.535 1000 0 3535.4 A6 3.535 1000 0 3535.4

ANGIN KIRI TEKAN

NAMA PANJANG ( cm ) GAYA ( Kg) TARIK ( + ) TEKAN ( - )

A1 5.743 1000 0 5742.9

(87)

D2 0 1000 0 0 D3 0 1000 0 0 D4 6.133 1000 6133.3 0 D5 6.124 1000 6123.5 0 D6 3.552 1000 3552.4 0 V5 3.541 1000 3541.1 0 V6 1.766 1000 1766.3 0 V7 0 1000 0 0 D1 0 1000 0 0 V1 0 1000 0 0 V2 0 1000 0 0 V3 0 1000 0 0 V4 5.364 1000 5364.3 0 B5 3.069 1000 0 3069.1 B6 6.128 1000 0 6128.4 B7 9.205 1000 0 9204.9 B8 9.205 1000 0 9204.9 B1 0 1000 0 0 B2 0 1000 0 0 B3 0 1000 0 0 B4 0 1000 0 0 A5 6.1969 1000 6196.9 0 A6 11.503 1000 11502.8 0 A7 9.732 1000 9732.3 0 A8 11.511 1000 11511.3 0 A1 7.082 1000 7082.2 0 A2 7.082 1000 7082.2 0 A3 7.082 1000 7082.2 0 A4 7.082 1000 7082.2 0

ANGIN KANAN HISAP

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0 6133.3 0 6133.3 0 D5 0 0 6123.5 0 6123.5 0 D4 0 D6 0 0 3552.4 0 3552.4 0 0 1759.2 V7 0 0 0 0 0 3057 0 0 0 0 D1 0 1759.2 0 0 3057 D3 0 3061.8 0 0 3061.8 D2 0 2714.2 0 V3 0 1764.9 0 0 0 0 3541.1 0 3541.1 1764.9 V4 0 2650.1 5364.3 0 0 V6 0 0 1766.3 0 1766.3 0 V5 0 0 6143.1 B7 3061.8 0 0 9204.9 0 0 0 0 0 6143.1 B8 3061.8 0 0 9204.9 0 V2 0 879.6 0 0 0 879.6 V1 0 4595.1 0 B3 6128.4 0 0 0 6128.4 0 0 3069.1 -7.3 0 B4 4595.1 0 0 0 0 B6 3061.8 0 0 6128.4 0 3066.6 B5 3061.8 7975.9 0 A7 0 3535.4 9732.3 0 6196.9 0 0 0 7651.9 0 A8 0 3535.4 11511.3 0 0 B2 7651.9 0 0 0 7651.9 0 B1 7651.9 A3 0 3094.2 7082.2 0 3988 A4 0 3092.8 7082.2 0 3989.4 0 3535.4 6196.9 0 2661.5 0 0 TEKAN 0 A6 0 3535.4 11502.8 0 7967.4 0 A5 ( - ) BATANG

ANGIN TEKAN ( Kg ) ANGIN HISAP ( Kg ) KOMBINASI ( Kg )

TARIK TEKAN TARIK TEKAN TARIK

5742.9 7082.2 0 1339.3

( + ) ( - ) ( + ) ( - ) ( + )

0

A2 0 3095.6 7082.2 0 3986.6 0

A1 0

(89)

D4 0 5386.7 6133.3 0 746.6 0 442.4 0 D5 0 4114.1 6123.5 0 2009.4 0 0 D6 0 3110 3552.4 0 4869.2 V7 0 0 0 0 0 4114.1 0 3057 0 0 D1 0 3110 0 1759.2 7171.1 D3 0 5386.7 0 3061.8 0 8448.5 D2 0 0 6615.8 V3 0 3110 0 1764.9 0 3110 3541.1 0 431.1 4874.9 V4 0 9330 2714.2 0 0 V6 0 1555 1766.3 0 211.3 0 V5 0 12710.3 0 B7 18853.4 0 0 6143.1 12710.3 0 0 0 0 0 B8 18853.4 0 0 6143.1 0 V2 0 1555 0 879.6 0 2434.6 V1 0 18061.8 0 B3 16160 0 6128.4 0 22288.4 0 -7.3 0 13459.4 0 B4 13466.7 0 4595.1 0 0 B6 16160 0 0 3066.6 13093.4 0 B5 13466.7 0 5839.1 A7 0 9330 6196.9 0 0 0 7651.9 0 26505.3 3133.1 A8 0 13815 7975.9 0 0 B2 18853.4 0 7651.9 0 26505.3 0 B1 18853.4 0 -879.4 A3 0 6220 3988 0 0 3110 2661.5 0 0 2232 A4 0 3110 3989.4 0 448.5 A6 0 6220 7967.4 0 0 -1747.4 A5 0

TEKAN TARIK TEKAN

( + ) ( - ) ( + ) ( - ) ( + ) ( - )

0 5343.4

A1 0 13815 1339.3 0 0 12475.7

A2 0 9330 3986.6 0

GAYA RANGKA BATANG ( KOMBINASI ) AKIBAT BEBAN TETAP DAN BEBAN ANGIN

BATANG

BEBAN TETAP ( Kg ) BEBAN ANGIN ( Kg ) KOMBINASI ( Kg )

(90)

PERHITUNGAN PROFIL KUDA - KUDA Batang atas A

Nama batang = A1, A2, A3, A4, A5, A6, A7, A8

Ix = cm⁴ F = cm² ix = cm s = mm → cm e total = + 0.5 = cm iy = 2 ( Ix + F (e)² ) = 2 ( + ( )² ) = cm² iy = ( / 2 . F ) ½ = ( / 2 . ) ½ = ( ) ½ = cm

maka ix = cm adalah i minimum ( i min )

e = 2.1 . 10 ⁶

² . 2.1 . 10 ⁶

²

Tegangan yang timbul ( σ )

2 .

σ <

Kg.cm² < Kg.cm²

OOOOKKKKKEEEEYYY

σ kt = v kt = 1469.473 = 521.090 2 F 19.2 σ kt σ = P = 12475.7 = 324.888 100 . 100 . 10 Kg.cm² s 2.82 Kg.cm² 360.9 = 118.702 i min 3.04 324.888 521.090 v kt = π² . e = 3.14 = 20705160 = 1469.473 Kg.cm² x² 118.702 14090.198 19.2 3.04 28.2 2.82 2.82 3.32 177.0 19.2 3.32 777.26 777.26 777.26 19.2 20.2412 4.499 3.04 λ = LK = 12475.7 3.609 360.9 100 . 100 . 10 177.0

(91)

Batang bawah B

Nama batang = B1, B2, B3, B4, B5, B6, B7, B8

Ix = cm⁴ F = cm² → 2 F = ix = cm s = mm → cm F efk = 31 - 2 ( 1.5 . 0.6 ) = cm² σ < Kg.cm² < Kg.cm² OOOOKKKKKEEEEYYY

Batang diagonal D

BATANG TARIK

Dicoba menggunakan profil Baut = `14 mm

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = λ = LK = 624.7 = λ s = λ = 259.218 259.218 i min 2.41 3.14 2400 111.016 = 2.3349666 ≥ 1 λ g 111.016 Kg.cm² F efk 29.2 Ŧ 907.716 1600 90 . 90 . 9 746.6 6.247 624.7 1600 80 . 80 . 10 87.5 15.1 30.2 2.41 23.4 2.34 15.5 31 2.74 25.4 2.54 29.2 λ = LK = 312.5 = 114.051 i min 2.74 σ = P = 26505.3 = 907.716 26505.3 3.13 313 1600 90 . 90 . 9 116.0

(92)

BATANG TEKAN

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm F efk = 31 - 2 ( 1.5 . 1.5 ) = cm² σ < Kg.cm² < Kg.cm² OOOOKKKKKEEEEYYY

σ = P = 8448.5 = 272.532 F efk 31 Ŧ 272.532 1600 8448.5 6.247 90 . 90 . 9 26.5 116.0 15.5 31 2.74 25.4 2.54 λ = LK = 624.7 = 227.998 i min 2.74 5.55956 30.2 25.7 7396.275 624.7 1600 90 . 90 . 9 σ = F efk . б = 25.7 1600 = Kg w 5.560 P 7396.275 747 80 . 80 . 10 2.381 2.381 2.3349666

(93)

Batang vertikal V

BATANG TARIK

Nama batang = V5, V6

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm F efk = - 2 ( 1.5 . 1.5 ) = cm² σ < Kg.cm² < Kg.cm² OOOOKKKKKEEEEYYY

BATANG TEKAN

Nama batang = V2, V3, V4

Ix = cm⁴ F = cm² → 2 F = cm² ix = cm s = mm → cm λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = untuk λ ≥ 1 maka w = . λ s = . = F efk = - 2 ( 1.5 . 1.5 ) = cm² . σ > Kg > Kg OOOOKKKKKEEEEYYY

Profil 80 . 80 . 12 bisa dipakai.

1 λ g 111.016 2.381 2.381 2.7183368 6.47236 35.8 31.3 σ = F efk . б = 31.3 1600 = 7737.518 Kg w 6.472 P 7737.518 6616 λ = LK = 721.3 = 301.778 i min 2.39 3.14 2400 111.016 λ s = λ = 301.778 = 2.7183368 ≥ 721.3 1600 80 . 80 . 12 = 13.773 F efk 31.3 Ŧ 13.773 1600 17.9 35.8 2.39 24.1 2.41 80 . 80 . 12 6615.8 7.213 17.9 35.8 2.39 24.1 2.41 102.0 31.3 σ = P = 431.1 λ = LK = 540.9 = 35.8 226.334 i min 2.39 102.0 1600 80 . 80 . 12 431.1 5.409 540.9

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PERHITUNGAN BAUT PADA TIAP TITIK BUHUL

Profil seluruh kuda-kuda

tebal plat = 10 mm

diameter baut = 14 mm

diameter lubang = 14 + 1 = 15 mm

tegangan geser izin б = Kg.cm²

Ng = . π . d ² . б = . . ² . = Kg Ntp = d . t . бt . б Ng > = . . 0.9 . > = OOOOKKKKKEEEEYYY

JUMLAH BAUT TITIK BUHUL A = B Batang A1

Batang B1

JUMLAH BAUT TITIK BUHUL D = O Batang A1 dan A2

-Batang D1

Batang V1

JUMLAH BAUT TITIK BUHUL E = M Batang A2 dan A3 -Batang V2 n = gaya V2 = 2434.6 = 0.862 → 2 bh Ng 2826 n = gaya V1 = 0 = 0 → 2 bh Ng 2826 n = gaya A2 - gaya A3 = 5343.4 2232 = 1.101 → 2 bh Ng 2826 n = gaya A1 - gaya A2 = 12475.7 5343.4 = 2.524 → 3 bh Ng 2826 n = gaya D1 = 4869.2 = 1.723 → 2 bh Ng 2826 = 4.41461 → 5 bh Ng 2826 n = gaya B1 = 26505.3 = 9.379 → 7 bh Ng 2826 100 . 100 . 10 1600 0.25 0.25 3.14 1.5 1600 2826 Ntp 1.5 1.0 1600 2826 2160 2160 n = gaya A1 = 12475.7

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JUMLAH BAUT TITIK BUHUL E = K Batang A3 dan A4 -Batang D3 Batang V3 Batang D2

JUMLAH BAUT TITIK BUHUL I Batang A4

Batang A5

Batang V4

JUMLAH BAUT TITIK BUHUL C = P Batang B1 dan B2

-Batang V1

JUMLAH BAUT TITIK BUHUL F = N Batang B2 dan B3 -Batang D1 Batang V2 Batang D2 n = gaya D2 = 7171.1 = 2.538 → 3 bh Ng 2826 n = gaya V2 = 2434.6 = 0.862 → 2 bh Ng 2826 n = gaya B2 - gaya B3 = 26505.3 22288.4 = 1.492 → 2 bh Ng 2826 n = gaya D1_Ng = 4869.2₂₈₂₆ = 1.723 → 2 bh n = gaya B1 - gaya B2 = 26505.3 26505.3 = 0.000 → 2 bh Ng 2826 n = gaya V1 = 0 = 0.000 → 2 bh Ng 2826 n = gaya A5 = 448.5 = 0.159 → 2 bh Ng 2826 n = gaya V4 = 6615.8 = 2.341 → 3 bh Ng 2826 n = gaya V3 = 4874.9 = 1.725 → 2 bh Ng 2826 n = gaya A4 = -879.4 = -0.311 → 2 bh Ng 2826 n = gaya A3 - gaya A4 = 2232 -879.4 = 1.101 → 3 bh Ng 2826 n = gaya D3 = 8448.5 = 2.990 → 3 bh Ng 2826 n = gaya D2 = 7171.1 = 2.538 → 3 bh Ng 2826

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JUMLAH BAUT TITIK BUHUL H = L Batang B3 dan B4

-Batang V3

JUMLAH BAUT TITIK BUHUL J Batang B4 Batang B5 Batang V4 Batang D3 Batang D4 MENENTUKAN KOPEL

jumlah pelat koppel = bh

tebal pelat ( + ) = mm

gaya max = Kg

lebar pelat = cm

gaya batang yang dipikul pelat koppel ( D ) :

D = . P = . = Kg n = gaya D4 = 746.6 = 0.264 → 3 bh Ng 2826 8 8 5839.1 18 0.015 0.015 5839.1 87.587 n = gaya V4 = 6615.8 = 2.341 → 3 bh Ng 2826 n = gaya D3 = 8448.5 = 2.990 → 3 bh Ng 2826 n = gaya B4 = 18061.8 = 6.391 → 7 bh Ng 2826 n = gaya B5 = 13459.4 = 4.763 → 5 bh Ng 2826 n = gaya V3 = 4874.9 = 1.725 → 2 bh Ng 2826 n = gaya B3 - gaya B4 = 22288.4 18061.8 = 1.496 → 2 bh 0 2826

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Ng = . π . d ² . б = . . 2 ² . = Kg Ntp = d . t . бt . б = . . 2 . =

PERHITUNGAN KOLOM > Data - data Konstruksi :

Berat gording =

Jarak bagin Kuda - kuda = 3.125 m

Penutup atap = Asbes Gelombang 10.3 Kg.cm²

Penggantung Plafond = 18 Kg.cm² Tinggi kolom ( h ) = 5 m Jarak gording = A L > Pembebanan beban gording = 4 . . 4.5 = Kg.cm²

= 28 . . 4.5 =

beban kuda - kuda

= 27 . . 4.5 = Kg.cm²

= 30 % = Kg.cm² beban hidup = Kg.cm² + P = Kg.cm² 0.802 13.4 241.200 3.609 459.548 Kg.cm² 3.609 438.438 438.438 131.531 100.000 1370.72 n = D = 87.587 = Ntp 4608 1.8 0.8 1600 4608 m 4.5 0.019 → 2 bh 13.4 = 3.609 = 0.25 0.25 3.14 1600 5024

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Perhitungan reaksi kolom : P P P P P P P P RA RA ∑MA = 0 - RB . 25 + P . + P . 19 + P . + P . 13 + P . 9.4 + P . 6 + P . 3.1 + = 0 - RB . 25 + P ( 25 + + 19 + + 13 + 9.4 + 6 + 3.1 )=0 - RB . 25 + P ( 112.50 ) P . 112.50 112.50 25 RA = RB = 4.5 . P = 4.5 . = Pendimensian kolom tinggi kolom ( h ) = 5 m → mm б kolom Bj 37 = Kg.cm² N =

Dicoba menggunakan profil

t 1 = mm t 2 = mm A = cm² i x = cm² i y = cm² Wx = cm³ Wy = cm³

arah tegak lurus sumbu x

k = 1 L ky k L 1 . λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = λ g 111.016 1280 292 λ x = = = 500 = 34.2466 i x i x 14.6 3.14 2400 111.016 λs = λ x = 34.247 = 0.308 15.6 21.9 15.6 RB = = P = 4.5 P 6 25 1370.72 6168.231 500 1600 6168.231 WF 350 . 250 9 14 101.5 14.6 25 21.9 .

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untuk < λ s < 1 maka - λ s -` π² E A ² . 2.1 . 10 ⁶ N . λ x² . ² -1 Bx = 0.6 + 0.4 . Mx1/Mx2 = 0.6 + 0.4 . 0 = 0.6 Mx = . N . L = . . =

arah tegak lurus sumbu x

k = 1 L ky k L 1 . λ g = π ( e / 0.7 Te ) ½ = ( 2.1 . 10 ⁶ / 0.7 . ) = untuk < λ s < 1 maka - λ s -` π² E A ² . 2.1 . 10 ⁶ N . λ x² . ² -1 Cek persamaan interaksi

a ) N Mx A Wx Kg.cm² < Kg.cm² 1.098 6168.231 + 0.6 x 101.5 1280 247.417 1600 б ny - 1 1 385514.4089 Wx + Bx 1.021 → = 2.1E+09 < 1600 Kg.cm² ny _x _< = 1.41 = 1 ny - 1 49.062 ny ₌ 49.062 ₌ 1.593 1.593 0.751 ny = = 3.14 Wy = 1.41 = 49.062 6168.231 83.333 4.3E+07 1.674 101.5 83.3333 i y i y 6 3.14 2400 500 = λ g 111.016 0.183 111.016 λs = λ y = 83.333 = 0.751 = 1 0.125 6168.231 500 = 1.003 → nx ₌ 290.502 385514.4089 λ y = = nx - 1 290.502 0.125 0.183 Wx = 1.41 = 1.41 = 1.098 1.593 1.593 0.308 nx = = 3.14 101.5 = 2.1E+09 = 290.502 6168.231 34.247 7234273

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b ) N A Kg.cm² < Kg.cm² c ) N Mx A Wx Kg.cm² < Kg.cm²

Pelat dasar kolom pada pondasi

1 kip = . 10 ² Kg 1 m² = cm² Beban aksial ( P ) = = = 3 ksi Fp = . P ' C = . 3 = kgi A perlu = P / FP = / =

Profil yang digunakan adalah

A = cm²

d = cm

b = cm

menentukan lebar ( B ) dan panjang ( N ) pelat dimana harus memenuhi syarat :

B x N ≥ cm² 361.954 1600 WF 350 . 250 4.536 6.452 6168.231 1359.839 P ' C 0.35 0.35 1.05 1359.839 1.05 1295.085 WF 350 . 250 101.5 34 25 5590.486 Wx < б 1.674 6168.231 < 1600 Kg.cm² 101.5 101.723 1600 + < б 6168.231 ₊ 385514.4089 _< ₁₆₀₀ _Kg.cm² 101.5 1280

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untuk pemilihan B dan N sedemikian hingga perbedaan ( selisih ) diantara keduanya mendekati : 0.92 d - 0.80 b

. 34 - . 25 = cm

dicoba berbagai gaya B dan N sebagai berikut :

B x N ≥ cm²

gunakan B = 70 dan N = 83

tekanan aktual adalah

B . N 70 . 83

hitung M dan N

83 - . 34

70 - . 25

hitung tebal pelat ( tp )

tp = N ( FP / 0.25 Fy ) ½

= ( / . )½

= → 1 cm

jadi, pelat landasan yang dipakai adalah 70 . 1 . 83

Menentukan jumlah baut

pada kolom digunakan profil WF . 350 . 250 . 9 . 14

diameter baut = 2 ( 14 + 9 / 2 ) = mm diameter lubang = 23 + 1 = 24 mm e1 = 2 d = 2 . 24 = 48 s = 3 d = 3 . 24 = 72 Ng = . π . d ² . б = . . 2.4 ² . = Kg 2400 23 0.25 cm 2 2 25 1.062 1600 7234.56 1.052 = P = 6168.231 = 0.25 3.14 0.25 1.062 Kg.cm² M = N - 0.95 d = 0.95 = 25.35 Fp cm 2 2 N = N - 0.80 d = 0.80 = 25 0.92 0.8 11.28 5590.486 B N Was selisih 75 76 5700 1 75 78 5694 3 71 80 5680 9 70 83 5740 13

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Ntp = d . t . б

= . .

=

Cek kekuatan baut :

untuk mengetahui kuat atau tidaknya baut menahan suatu beban harus memenuhi syarat berikut :

б ≤ 0.8 x Kg.cm² 2 . 1/4 . π . d² . 3 2 . . 2.4 ² . 3 Kg.cm² ≤ 0.8 x Kg.cm² Kg.cm² ≤ Kg.cm² OOOOKKKKKEEEEYYY 3456 n = P = 6168.231 = 1.785 → 2 bh Ntp 3456 227.362 1280 1600 P 6168.231 0.25 3.14 227.362 1600 2.4 0.9 1600