Alternatif 1

WOODS DESIGN STRUCTURE

* SAP 2000 REPORT* JOINT DESIGN

* CONTROL DESIGN

Data Perencanaan

- Jarak kuda-kuda 3 m

- Bentang kuda-kuda 11,5 m

- Sudut 20 derajat

- Penutup atap (Genteng) 50 kg/m2

- Kelas kuat kayu 1

- Kecepatan angin 40 kg/m2

- Alat sambung - Baut

- Pen

Berat Baja 2 x L.70.70.7

Rangka Panjang Batang Jml Rangka Total

R1 4538 7 31766 cmR2 2269 2 4538 cmR3 3016 4 12064 cmR4 1102 8 8816 cmR5 3741 2 7482 cm

total 64666 cm

2 x L.70.70.7 1293.32 mberat / m' 7.38 kg/m

Berat total baja 2.L.70.70.7 9544.7016 kg

Berat Baut D 1/2'

Rangka Jml baut Jml Rangka Total

R1 164 7 1148 bhR2 84 2 168 bhR3 88 4 352 bh

R4 8 0 bhR5 2 0 bh

total 1668 bh

Jumlah total baut D 1/2' 1668 buah

FRAME DISTANCE P (kg)(m) Tekan (-) Tarik (+)

4 - 9 2.21 5062.55 5 - 8 2.21 4050.046 - 7 2.21 1697.14

10 - 15 1.92 4881.1611 - 14 1.92 4382.6512 - 13 1.92 3569.616 - 20 1.1 59.1625 - 35 1.1 475.5226 - 36 1.1 483.81

31 1.1 659.7132 2.2 648.71

29 - 37 1.92 129.3633 -34 19.2 1814.3721 - 24 2.21 912.322 - 23 2.92 532

AQ - E.8 of 19

E. GORDING 08/12

Data-data Kesimpulan : - Jarak kuda-kuda max = 400 cm - tegangan Ganti - Bentang kuda-kuda = 1790 cm - lendutan : - Jarak gording = 263 cm dipasang trestang - Berat penutup atap = 50 kg/m2 - Berat angin = 35 kg/m2 - Kemiringan kuda-kuda = 32 derajat Kelas kuat kayu 1/2/3/4 ? = 3

Peninjauan Searah Sumbu Y - Y1. Bs. Gording = 0.08x0.12x0.79x1000xcos 32 = 6.43 kg

M1 = 1/8 x 6.43 x 4^2 = 12.86 kgm2. Bs. Atap = 2.63 x 50 x cos 32 = 111.52 kg

M2 = 1/8 x 111.52 x 4^2 = 223.04 kgm3. Muatan Angin

W = 0.02 x 32 - 0.4 = 0.24W1 = 0.24 x 2.63 x 35 = 22.09 kg/m'M3 = 1/8 x 22.092 x 4^2 = 44.18 kgmW2 = - 0.4 x 2.63 x 35 = -36.82 kg/m'M4 = 1/8 x -36.82 x 4^2 = -73.64 kgm

3. Beban Berguna ( P ) = 100.00 kgM5 = 1/4 x cos 32 x 100 x 4 = 84.80 kgm

4. Kombinasi MuatanM1 + M2 + M3 = 280.08 kgmM1 + M2 + M5 = 320.70 kgm

Peninjauan Searah Sumbu X - X1. Bs Gording = 0.08x0.12x0.79x1000xsin 32 = 4.02 kg/m'

M1 = 1/8 x 4.02 x 4^2 = 8.04 kgm2. Bs Atap = 2.63 x 50 x sin 32 = 69.68 kg/m'

M2 = 1/8 x 69.68 x 4^2 = 139.37 kgm3. Beban Berguna ( P ) = 100 kg

M5 = 1/4 x sin 32 x 100 x 4 = 52.99 kgm4. Kombinasi Muatan

M1 + M2 = 147.41 kgmM1 + M2 + M5 = 200.40 kgm

Ix = 1/12 x 08x12^3 = 1152 cm4Iy = 1/12 x 12x08^3 512 cm4Wx = 1152 / (0.5 x 12) = 192 cm3Wy = 512 / (0.5 x 08) = 2048 cm3

Kontrol TeganganWx = 192 cm3 Kelas kuat kayu 1/2/3/4 ? 3Wy = 2048 cm3 75 kg/cm2Mx = 20040 kgcm Modulus elastis (E) 80000 kg/cmMy = 32070 kgcm

E.1 Perhitungan Gording

Ukuran gording 08/12 cm kayu kruwing Bj = 0.79

s (ijin)

AQ - E.9 of 19

s = 20,040 / 2048 + 32,070 / 192= 176.82 kg/cm2 > 75kg/cm2 Ganti

Kontrol LendutanL = 400 cm

f = 1/200 x 400 = 2 cm

qx = 6.43 + 111.52 + 22.09 = 140.04 kg/m'qy = 4.02 + 69.68 = 73.70 kg/m'Px = 100 x cos 32 = 84.80 kg/m'Py = 100 x sin 32 = 52.99 kg/m'

fx = 5 x 14004 x 400^4 + 84.8048096156426 x 400^3384 x 80000 x 1152 48 x 80000 x 1152

= 5.0651736619582 + 1.2269214= 6.292 cm

fy = 5 x 0.74 x 400^4 + 52.99 x 400^3384 x 80000 x 512 48 x 80000 x 512

= 5.99798917208749 + 1.7249976= 7.723 cm

ft = sqrt( 6.292^2 + 7.723^2 )= 9.96 cm > 2 cm dipasang trestang

=> Joint P1 = 658.31 kgData-data

- Jarak kuda-kuda max = 400 cm - Jarak gording = 263 cm - Berat penutup atap = 50 kg/m2 - Berat Eternit = 11 kg/m2 - Berat Penggantung = 8 kg/m2 - L kanan = 2.5 m - L kiri = 2 m

Beban mati1. Bs Gording = 0.08x0.12x0.79x1000 x 4 = 30.34 kg2. Bs. Atap = 2.63 x 50 = 131.5 kg/m'3. Bs. Kuda-kuda L = 17.9 m 17.9 x 4 = 71.6 kg/m'4. Bs. Eternit = 4 x 11 = 44 kg/m'5. Bs. Penggantung = 4 x 8 = 32 kg/m'

P1 = 30.34 + (131.50 + 71.6 + 44 + 32) x 1/2 x (2.5 + 2)= 658.31 kg

=> Joint W1 = 265.10 kgBeban angin - Berat angin = 35 kg/m2

E.2 Pembebanan Kuda-kuda

Ukuran gording 08/12 cm kayu kruwing Bj = 0.79

AQ - E.10 of 19

- Jarak kuda-kuda max = 400 cm - Kemiringan kuda-kuda = 32 derajat - Jarak gording = 263 cm - L kanan = 2.5 m - L kiri = 2 m

W = 0.02 x 32 - 0.4 = 0.24W1 = 0.24 x 2.63 x 35 = 22.09 kg/m'W2 = - 0.4 x 2.63 x 35 = 36.82 kg/m'

W = 58.91 kg/m'W1 = 1/2 x (2.5 + 2) x 58.91 x 4

= 265.10 kg

BEBAN TERPUSAT ATAP RANGKA KAYUData-dataBeban orang (kg) 100Beban penutup atap /mati (kg) 50Ukuran gording (b x h m) 0.08 x 0.15Jarak kuda-kuda (m) 3Jarak antar gording (m) 2.2Kemiringan atap (derajat) 30Tekanan angin (kg/m2) 40Kelas kuat kayu 3Tegangan izin lentur 75Modulus elastis (E) 80000 KG/CM2

Perhitungan

Beban matiB. mati = (orang+mati).Skuda-kuda.Sgording 990B. gording = (bg.hg).Skuda-kuda.1000 36Ptengah = Bmati + Bgording 1026Ppinggir = Ptengah/2 513

Beban angin derajat<=65 = (0,02.sudut-0,4).Skuda-kuda.Sgording.Tangin 52.865<=derajat<=90 = (0,9).Skuda-kuda.Sgording.Tangin 237.6Pangintekan 52.8txt=Panginkiri.sin(derajat) 26.4tyt=Panginkiri.cos(derajat) 45.7261413Pangintarik=0,4.Skuda-kuda.Sgording.Tangin 105.6hxt=Panginkiri.sin(derajat) 52.8hyt=Panginkiri.cos(derajat) 91.4522826

Titik kordinat beban terpusat rangka atapbeban mati (L=1) --- > KgPsendiri pinggir = Ppinggir 0 , -513Psendiri tengah = Ptengah 0 , -1026Psendiri pinggir = Ppinggir 0 , -513beban angin (L=2) -----> KgPangin tekan tumpuan (x,y) = (txt/2 , -tyt/2) 13.20 , -22.86Pangin tekan tengah (x , y) = (txt,-tyt) 26.40 , -45.73Pangin ujung (x,y) = (hxt+txt , hyt+tyt) 79.20 , 45.73Pangin tarik tengah (x , y) = (hxt,hyt) 52.80 , 91.45Pangin tarik tumpuan (x,y) = (hxt/2 , hyt/2) 26.40 , 45.73

Gambar pembebanan atapBeban sendiri atap

-1026 kg alfa = 30 derajat

-1026 kg -1026 kg

-1026 kg -1026"kg

Beban sendiri angin

( 79.2 , 45.7) kg alfa = 30 derajat

(26.4 , -45.7) kg (52.8 , 91.5) kg

(26.4 , -45.7) kg (52.8 , 91.5) kg

TABEL PERHITUNGAN KEAMANAN KAYU (TUNGGAL)

Angka keamanan 0%Kelas kuat kayu (1/2/3/4) ? 1

No. Batang P (kg) Lk (cm) b (cm) h (cm) Jml Fbr (cm2) I (cm4) I (cm3) lamda Wtabel tegpakai < tegijin Ket6 x (4 x 5) 1/12 x 4 x 5^3 0,289 x 5 3/9 2 x 11 / 7

1 2 3 4 5 6 7 8 9 10 11 12 13 14

4 - 9 5062.55 2.21 8 15 1 120 2250 4.335 0.5098039216 1 42.187917 130 1 x 8 x 15 aman5 - 8 4050.04 2.21 8 15 1 120 2250 4.335 0.5098039216 1 33.750333 130 1 x 8 x 15 aman6 - 7 1697.14 2.21 8 15 1 120 2250 4.335 0.5098039216 1 14.142833 130 1 x 8 x 15 aman

10 - 15 4881.16 1.92 8 15 1 120 2250 4.335 0.4429065744 1 40.676333 130 1 x 8 x 15 aman11 - 14 4382.65 1.92 8 15 1 120 2250 4.335 0.4429065744 1 36.522083 130 1 x 8 x 15 aman12 - 13 3569.6 1.92 8 15 1 120 2250 4.335 0.4429065744 1 29.746667 130 1 x 8 x 15 aman16 - 20 59.16 1.1 8 15 1 120 2250 4.335 0.2537485582 1 0.493 130 1 x 8 x 15 aman25 - 35 475.52 1.1 8 15 1 120 2250 4.335 0.2537485582 1 3.9626667 130 1 x 8 x 15 aman26 - 36 483.81 1.1 8 15 1 120 2250 4.335 0.2537485582 1 4.03175 130 1 x 8 x 15 aman

31 659.71 1.1 8 15 1 120 2250 4.335 0.2537485582 1 5.4975833 130 1 x 8 x 15 aman32 648.71 2.2 8 15 1 120 2250 4.335 0.5074971165 1 5.4059167 130 1 x 8 x 15 aman

21 - 24 912.3 2.21 8 15 1 120 2250 4.335 0.5098039216 1 7.6025 130 1 x 8 x 15 aman22 - 23 532 2.92 8 15 1 120 2250 4.335 0.6735870819 1 4.4333333 130 1 x 8 x 15 aman

TABEL PERHITUNGAN KEAMANAN KAYU (GANDA)

Angka keamanan 0%KELAS KUAT KAYU(1/2/3/4) ? 1

No. Batang P (kg) Lk (cm) Kayu Pinggir(cm) Kayu Tengah(cm) It =2.(1/12).bp^3.hp+ Ig Iy iy imin ipakai * lamda Wtabel tegpakai < tegijin

bp hp bt ht 2.bp.hp((bt+bp)/2)^2 1/12.(2bt)^3.hp 1/4(It+3.Ig) sqrt(Iy/(2.bp.hp)) 0,289.hp iy<imin Lk/ipakai

29 - 37 129.36 1.92 8 12 8 15 13312 4096 6400 5.7735026919 3.468 3.468 0.55363 1 0.67375 13033 - 34 1814 19.2 8 12 8 15 13312 4096 6400 5.7735026919 3.468 3.468 5.53633 1.03 9.73135 126

Catatan : (*) iy < imin ----> iyiy > imin ----> imin

SAMBUNGAN BAUT DAN PLAT

Titik Tumpu No. 9/18 batang 29 P = 129.36 kg tekan

Gol 1 Tampang 2 plat (y/t) t30 b (cm) = 81.9 Jumlah baut 1 buah

P1 = 125 x 8 x 1.9 x ( 1 - 0,6.Sin(30)) = 1330 kgP2 = 250 x 8 x 1.9 x ( 1 - 0,6.Sin(30)) = 2660 kgP2 = 480 x 1.9 x 1.9 x ( 1 - 0,35.Sin(30)) = 1429.56 kg

diambil terkecil Ps = 1330 kgPs = 1 x 1,330.00 = 1330 kg

---> 1,330.00 kg > 129.36 kg (aman)

Titik Tumpu No. 14 batang 25 P = 475.52 kg tarik

Gol 1 Tampang 1 plat (y/t) y90 b (cm) = 81.9 Jumlah baut 2 buah

P1 = 50 x 8 x 1.9 x ( 1 - 0,6.Sin(90)) = 304 kgP2 = 240 x 1.9 x 1.9 x ( 1 - 0,35.Sin(90)) = 563.16 kgP2 = = 0 kg

diambil terkecil Ps = 304 kgPs = 2 x 304.00 = 608 kgPp = 2 x 1,25 x 304.00 = 760 kg

---> 760.00 kg > 475.52 kg (aman)

Titik Tumpu No. 10 batang 26 483.81 kg tarik

Gol 1 Tampang 1 plat (y/t) y60 b (cm) = 81.9 Jumlah baut 2 buah

P1 = 50 x 8 x 1.9 x ( 1 - 0,6.Sin(60)) = 365.092 kgP2 = 240 x 1.9 x 1.9 x ( 1 - 0,35.Sin(60)) = 603.786 kgP2 = = 0 kg

diambil terkecil Ps = 365.092 kgPs = 2 x 365.09 = 730.185 kgPp = 2 x 1,25 x 365.09 = 912.731 kg

---> 912.73 kg > 483.81 kg (aman)

Titik Tumpu No. 10 batang 33 1814.37 kg tekan

Gol 1 Tampang 2 plat (y/t) t30 b (cm) = 81.9 Jumlah baut 2 buah

P1 = 125 x 8 x 1.9 x ( 1 - 0,6.Sin(30)) = 1330 kgP2 = 250 x 8 x 1.9 x ( 1 - 0,6.Sin(30)) = 2660 kgP2 = 480 x 1.9 x 1.9 x ( 1 - 0,35.Sin(30)) = 1429.56 kg

diambil terkecil Ps = 1330 kgPs = 2 x 1,330.00 = 2660 kg

---> 2,660.00 kg > 1814.37 kg (aman)

a =f (cm) = f3/4"

a =f (cm) = f3/4"

a =f (cm) = f3/4"

a =f (cm) = f3/4"

Titik Tumpu No. 15 batang 32 648.71 kg tarik

Gol 1 Tampang 1 plat (y/t) y90 b (cm) = 81.9 Jumlah baut 2 buah

P1 = 50 x 8 x 1.9 x ( 1 - 0,6.Sin(90)) = 304 kgP2 = 240 x 1.9 x 1.9 x ( 1 - 0,35.Sin(90)) = 563.16 kgP2 = = 0 kg

diambil terkecil Ps = 304 kgPs = 2 x 304.00 = 608 kgPp = 2 x 1,25 x 304.00 = 760 kg

---> 760.00 kg > 648.71 kg (aman)

Sambungan Batang No. 5 P = 4050.04 kg tekan

Gol 1 Tampang 2 plat (y/t) t0 b (cm) = 8

1.9 Jumlah baut 4 buah

P1 = 125 x 8 x 1.9 x ( 1 - 0,6.Sin(0)) = 1900 kgP2 = 250 x 8 x 1.9 x ( 1 - 0,6.Sin(0)) = 3800 kgP2 = 480 x 1.9 x 1.9 x ( 1 - 0,35.Sin(0)) = 1732.8 kg

diambil terkecil Ps = 1732.8 kgPs = 4 x 1,732.80 = 6931.2 kg

---> 6,931.20 kg > 4050.04 kg (aman)

Sambungan Titik Tumpu 14 P = 4382.65 kg tarik

Gol 1 Tampang 2 plat (y/t) t0 b (cm) = 8

1.9 Jumlah baut 4 buah

P1 = 125 x 8 x 1.9 x ( 1 - 0,6.Sin(0)) = 1900 kgP2 = 250 x 8 x 1.9 x ( 1 - 0,6.Sin(0)) = 3800 kgP2 = 480 x 1.9 x 1.9 x ( 1 - 0,35.Sin(0)) = 1732.8 kg

diambil terkecil Ps = 1732.8 kgPs = 4 x 1,732.80 = 6931.2 kg

---> 6,931.20 kg > 4382.65 kg (aman)

Samb. Kolom dgn kuda-kuda P = 4881.16 kg tarik

Gol 1 Tampang 2 plat (y/t) t0 b (cm) = 8

1.9 Jumlah baut 4 buah

P1 = 125 x 8 x 1.9 x ( 1 - 0,6.Sin(0)) = 1900 kgP2 = 250 x 8 x 1.9 x ( 1 - 0,6.Sin(0)) = 3800 kgP2 = 480 x 1.9 x 1.9 x ( 1 - 0,35.Sin(0)) = 1732.8 kg

diambil terkecil Ps = 1732.8 kgPs = 4 x 1,732.80 = 6931.2 kg

---> 6,931.20 kg > 4881.16 kg (aman)

a =f (cm) = f3/4"

a =f (cm) = f3/4"

a =f (cm) = f3/4"

a =f (cm) = f3/4"

SAMBUNGAN GIGI

Titik Tumpu No. 1 batang 4

V (cm) 38.5 a 30 P (kg) 5062.55 tekan

Kls kayu (1-4) 1 130 b (cm) = 8Gigi (1/2) 2 20 h (cm) = 15

d' = 1/6 x 15 = 2.5 cmd'' = 1/4 x 15 = 3.75 cmd = 2.5 + 3.75 = 6.25 cm

(5062.55 x cos 30) = 87.69 kg/cm2 < 130 kg/cm2 (aman)8 x 6.25

(5062.55 x cos 30) = 14.23 kg/cm2 < 20 kg/cm2 (aman)38.5 x 8

Titik Tumpu No. 9/13 batang 16

V (cm) 221 a 60 P (kg) 59.16 tekan

Kls kayu (1-4) 1 130 b (cm) = 8Gigi (1/2) 1 20 h (cm) = 15

d' = 1/6 x 15 = 2.5 cm

d = 2.5 cm

(59.16 x cos 60) = 1.48 kg/cm2 < 130 kg/cm2 (aman)8 x 2.5

(59.16 x cos 60) = 0.02 kg/cm2 < 20 kg/cm2 (aman)221 x 8

Titik Tumpu No. 9 batang 21

V (cm) 10 a 60 P (kg) 912.3 tekan

Kls kayu (1-4) 1 130 b (cm) = 8Gigi (1/2) 1 20 h (cm) = 15

d' = 1/6 x 15 = 2.5 cm

d = 2.5 cm

(912.3 x cos 60) = 22.81 kg/cm2 < 130 kg/cm2 (aman)8 x 2.5

(912.3 x cos 60) = 5.70 kg/cm2 < 20 kg/cm2 (aman)10 x 8

s ijin //t ijin //

sh =

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Titik Tumpu No. 14 batang 21

V (cm) 10 a 60 P (kg) 912.3 tekan

Kls kayu (1-4) 1 130 b (cm) = 8Gigi (1/2) 1 20 h (cm) = 15

d' = 1/6 x 15 = 2.5 cm

d = 2.5 cm

(912.3 x cos 60) = 22.81 kg/cm2 < 130 kg/cm2 (aman)8 x 2.5

(912.3 x cos 60) = 5.70 kg/cm2 < 20 kg/cm2 (aman)10 x 8

Titik Tumpu No. 10 batang 22

V (cm) 221 a 101 P (kg) 532 tekan

Kls kayu (1-4) 1 130 b (cm) = 8Gigi (1/2) 1 20 h (cm) = 15

d' = 1/6 x 15 = 2.5 cm

d = 2.5 cm

(532 x cos 101) = -5.08 kg/cm2 < 130 kg/cm2 (aman)8 x 2.5

(532 x cos 101) = -0.06 kg/cm2 < 20 kg/cm2 (aman)221 x 8

Titik Tumpu No. 15 batang 22

V (cm) 10 a 41 P (kg) 532 tekan

Kls kayu (1-4) 1 130 b (cm) = 8Gigi (1/2) 1 20 h (cm) = 15

d' = 1/6 x 15 = 2.5 cm

d = 2.5 cm

(532 x cos 41) = 20.08 kg/cm2 < 130 kg/cm2 (aman)8 x 2.5

(532 x cos 41) = 5.02 kg/cm2 < 20 kg/cm2 (aman)10 x 8

s ijin //t ijin //

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t =

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KONTROL BERAT SENDIRI 1 KUDA-KUDA

No. Tampang Ukuran (cm) Volume KeteranganBatang ( 1/2) l b h (cm3)

3 1 203 20 15 609004 1 203 8 15 243605 1 203 8 15 243606 1 203 8 15 243607 1 203 8 15 243608 2 203 20 15 60900

15 1 192 20 15 5760014 1 192 8 15 2304013 1 192 8 15 2304012 1 192 8 15 2304011 1 192 8 15 2304010 1 192 20 15 576009 3 67 20 15 20100

25 1 67 8 15 804024 1 67 8 15 804026 1 67 8 15 804027 1 67 8 15 804028 1 67 8 15 804029 1 67 8 15 804019 3 67 20 15 2010020 2 192 6 15 1728021 2 192 6 15 1728022 2 192 6 15 1728023 2 192 6 15 172801 1 203 8 15 243602 1 117 8 15 14040

16 1 233 8 15 2796017 1 203 8 15 24360

674880

Total Volume = 674880 x 0.000001 = 0.67488 m30.75 gram/cm3

Berat sendiri = 674880 x 0.75 = 506160 gram = 506.16 kgBj Kayu Kruwing rata-rata =