Sheet16

88diketahui :*bentang (L)=16m*jenis atap=multi roof*jarak kuda - kuda=3m*kayu kelas kuat=I*kayu mutu=B

PERHITUNGAN PANJANG BATANG1)menghitung besar sudut tg =MF=6=0.75AF8=36.86989764582)menghitung panjang batang bawah (b1=b2=b3=b4=b4'=b3'=b2'=b1')8b=16b=16=2m83)menghitung panjang batang atas (a1=a2=a3=a4=a4'=a3'=a2'=a1')AM=(AF)+(MF)AM=64.00+36.00AM=10.00mmaka besar panjang batang atas adalah :AM=4aa=10=2.5m44)menghitung panjang batang vertikalv1 = v1'v2 = v2'v1=(AJ)+(AC)v2=(AK)+(AD)v1=6.25+4.00v2=25.00+16.00v1=1.50mv2=3.00mv3 = v3'v4v3=(AL)+(AE)v4=h=6mv3=56.25+36.00v3=4.50m5)menghitung panjang batang diagonald1 = d1'd2 = d2'd1=(CD)+(CJ)d2=(DE)+(DK)d1=4.00+2.25d2=4.00+9.00d1=2.50md2=3.61md3 = d3'd3=(EF)+(EL)d3=4.00+20.25d3=4.92mtabel hasil panjang batangnama batang panjang batang (m)a1=a2=a3=a4=a4'=a3'=a2'=a1'2.5b1=b2=b3=b4=b4'=b3'=b2'=b1'2v1=v1'1.50v2=v2'3.00v3=v3'4.50v46d1=d1'2.50d2=d2'3.61d3=d3'4.92PERHITUNGAN KUDA - KUDAdiketahui data perencanaan sebagai berikut :*tegangan ijin lentur=150kg/cm*tegangan tekan ijin=130kg/cm*tegangan tarik ijin=130kg/cm*tegangan tekan ijin tegak lurus serat=40kg/cm*tegangan geser ijin sejajar serat=20kg/cm*modulus elastisitas=125000kg/cm*faktor mutu kayu (mutu B)=0.75*faktor pembebanan (beban tetap)=1*faktor konstruksi (terlindung)=1*faktor reduksi untuk konstruksi terlindung memikul beban tetap dan tidak tetap atau beban angin=5/4

*tekanan angin =40kg/cm*taksiran dimensi gording=812*taksiran dimensi kaso=57*taksiran dimensi reng=34*jarak gording=1/2a=1.25m*berat atap multi roof=7kg/cm*berat jenis kayu= 0,9; diambil =0.9*beban tak terduga =100kgsehingga diperoleh :*tegangan lentur yang diijinkan :150x0.75x1x1x1.25=140.625kg/cm*tegangan tarik/tekan yang diijinkan :130x0.75x1x1x1.25=121.875kg/cm*tegangan tekan tegak lurus serat yang diijinkan :40x0.75x1x1x1.25=37.5kg/cm*tegangan geser sejajar serat yang diijinkan :20x0.75x1x1x1.25=18.75kg/cm

perhitungan beban yang bekerja1)beban sendiri*berat gording=bhberat jenis kayu=0.080.12900=8.64kg/m'*berat kaso=bhberat jenis kayu=0.050.07900=3.15kg/m'*berat reng=bhberat jenis kayu=0.030.04900=1.08kg/m'*berat multiroof=W multiroofjarak gording=71.25=8.75kg/m'*berat total=berat gording + berat kaso + berat reng + berat multiroof=8.64+3.15+1.08+8.75=21.62kg/m'qx1 =qsin=21.6200.600=12.972kg/m'qy1 =qcos=21.6200.800=17.296kg/m'*) Mx1 = 1/8 qy1l*) My1 =1/8 qx1l=0.12517.2969=0.12512.9729=19.458kgm'=14.594kgm'2)beban tak terdugaPx =Psin=1000.600=60.000kgPy =Pcos=1000.800=80.000kg*) Mx2 = 1/4 Py1l*) My2 =1/4Px1l=0.2580.0009=0.2560.0009=180.000kgm'=135.000kgm'3)beban anginc1 =0.02-0.4=0.0236.8699-0.4=0.34(tekan)c2 =-0.4(isap)

q tekan =c1wjrk gordingq isap =c2wjrk gording=0.34401.250=-0.4401.250=16.870kg/m'=-20.00kg/m'Mx3 = 1/8 qtl=0.12516.8709My3 =0kgm=18.979kgmkombinasi pembebanan kombinasi pembebanan 1 akibat beban sendiri + beban tak terduga

Mxa =Mx1+Mx2=19.458+180.000=199.458kgmMya =My1+My2=14.594+135.000=149.594kgmkombinasi pembebanan 2 akibat beban sendiri + beban angin

Mxb =Mx1+Mx3=19.458+18.979=38.437kgmMyb =My1+My3=14.594+0=14.594kgmmenghitung momen inersia (I) dan momen tahanan (W)1216Ix =1/12bhWx =1/6bh=0.0833333333124096=0.166666666712256=4096cm=512cmIy =1/12bhWy =1/6bh=0.0833333333172816=0.166666666714416=2304cm=384cmkontrol Tegangan # tegangan akibat beban sendiri dan beban tak terduga lt ytj=Mxa+MyaWxWy=199.458100+149.594100512384=77.913betul# tegangan akibat beban sendiri dan beban anginlt ytj=Mxb+MybWxWy=38.437100+14.594100512384=11.308betulKontrol Lendutan# lendutan akibat beban sendiri dan beban tak terduga Fx ijin Fx ytj1L5qx1l+PxL200384EIy48EIy130050.1308100000000+60.0002700000020038412500023044812500023041.50.048+0.1171.50.165betulFy ijin Fy ytj1L5qy1l+PyL200384EIx48EIx130050.1738100000000+80.0002700000020038412500023044812500023041.50.063+0.1561.50.220betul# lendutan akibat beban sendiri dan beban anginFx ijin Fx ytj1L5qx1l+0.000200384EIy130050.130810000000020038412500023041.50.0481.50.048betulFy ijin Fy ytj1L5qy1l+5q1l200384EIx48EIx130050.1738100000000+50.1902700000020038412500023044812500023041.50.063+0.0021.50.065betulKontrol :Fx ijin Fx ytj# akibat beban sendiri + beban tak terduga 13000.027+0.0482001.50.2745betul

# akibat beban sendiri + beban angin13000.002+0.0042001.50.08067betul

perhitungan kuda-kuda# berat sendiri kuda - kudarumus tafsiran =P = (L-2)F s/d (L+2)Fdimana : F =jarak kap L=316=48mmaka digunakan rumus tafsiran P = (L+2)Fberat sendiri kuda-kuda pada setiap batang :P1 =P=L-2Fn-1n-1=16-2489-1=84.000kg# berat genteng*) berat kaso=dimensi kaso x (panjang kaso/ m) x berat jenis x (jumlah kaso yang digunakan/m)

=0.05x0.07x1x900x2=6.3kg(per meter persegi)*) berat reng=dimensi reng x (panjang reng/ m) x berat jenis x (jumlah reng yang digunakan/m)

=0.03x0.04x1x900x3=3.24kg(per meter persegi)*) berat genteng =7kg(per meter persegi)berat total=berat kaso + berat reng + berat genteng=16.54kg

P2 =berat genteng jarak kap2 panjang sisi miringn-1=16.543220.009-1=1984.800=248.1kg8berat gordingP3 =dimensi gordingjarak kapberat jenis=0.120.163900=51.840kg# berat plafond18(dari peraturan pembebanan Indonesia)P4 =berat plafondjarak gordingLn - 1=181.25168=45.000kgJumlah pembebanan yang diterima oleh tiap titik buhul # titik buhul tepiPa =1/2P1+1/2 P2+P3+1/2 P4=42.000+124.050+51.840+22.500=240.390kg# titik buhul tengahPb =P1+P2+P3+P4=84.000+248.100+51.840+45.000=428.940kg# titik buhul puncakPc =P1+P2+2P3+P4=84.000+248.100+103.680+45.000=480.780kga. perhitungan reaksi perletakan akibat beban sendirireaksi perletakan akibat beban sendiri RAV=RBV =2Pa+6Pb+Pc2480.780+2573.64+480.78=1767.600kg2

b. perhitungan reaksi perletakan akibat beban tak terdugareaksi perletakan akibat beban tak terdugaRAV=RBV =9P=900=450kg22c. perhitungan reaksi perletakan akibat beban angin kiri"Berdasarkan Peraturan Muatan Indonesia (PMI 1970) BAB IV pasal 4.3 halaman 20 untuk bangunan tertutup, ditetapkan hal-hal sebagai berikut :a) Untuk bidang luar :- Koefisien angin (+)=tekan - Koefisien angin (-)=isapb) Bidang vertikal :- Dipihak angin =0.34- Dibelakang angin =0.4Wt=c1Wjarak kapjarak gording0.34031.25050.610kgRWt =4Wt450.610202.439RWth =RWtsin202.440.600121.463kgRWtv =RWtcos202.440.800161.951kgWi=C2Wjarak kapjarak gording0.44031.25060.000kgRWi=4Wt460.000240.000RWih =RWtsin240.000.600144.000kgRWiv =RWtcos240.000.800192.000kgMB = 0=RAV16-RWtv12+RWth3+Rwiv4+Rwih3=0=RAV16-161.95112+121.4633+192.0004+144.0003=0=RAV16-1943.412+364.390+768.000+432.000=0RAV16+-379.022=0RAV=23.689kgMA = 0=-RBV16-RWiv12+RWih3+Rwtv4+Rwth3=0=-RBV16-192.00012+144.0003+161.9514+121.4633=0=-RBV16-2304.000+432.000+647.804+364.390=0=-RBV16+-859.806=0RBV=-53.738kgH= 0-RAH+RWth+Rwih-RAH+121.463+144.000RAH =-265.46kg

V= 0RAV+RGV=RWtv-Rwiv23.689+-53.738=161.951-192.000-30.049=-30.049benar

c. perhitungan reaksi perletakan akibat beban angin kananMB = 0=RAV16+RWiv12-RWih3-Rwtv4-Rwth3=0=RAV16+192.00012-144.0003-161.9514-121.4633=0=RAV16+2304.000-432.000-647.804-364.390=0=RAV16+859.806=0RAV=-53.738kg

MA = 0-RBV16+RWtv12-RWth3-Rwiv4-Rwih3=0-RBV16+161.95112-121.4633-192.0004-144.0003=0-RBV16+1943.412-364.390-768.000-432.000=0-RBV16+379.022=0RBV=23.689kg

H= 0-RFV =+RWth+Rwih=0-RFV =+121.463+144.000=0RFV =-265.46kg

V= 0RAV+RGV=RWtv-Rwiv-53.738+23.689=161.951-192.000-30.049=-30.049benar200502020+-+-+-+-

BatangABCDKombinasi PembebananNilai EkstrimBeban DesignPanjang Gaya Batang beban sendiri (cm)Panjang Gaya Batang Beban Tak Terduga (cm)Panjang Gaya Batang Angin Kiri (cm)Panjang Gaya Batang Angin Kanan (cm)Beban SendiriBeban Tak TerdugaAngin KiriAngin KananA+BA+CA+DTarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)Tarik (+)Tekan (-)a10.002546.000.00583.500.006.0049.400.000.003129.500.002552.0049.402546.0049.403129.5049.403129.50a112.73011.6700.32.470a20.002188.000.00500.008.800.0031.800.000.002688.008.802188.0031.802188.0031.802688.00a210.94010.0000.441.590a30.001830.000.00416.5023.600.0014.200.000.002246.5023.601830.0014.201830.0023.602246.50a39.1508.3301.180.710a40.001472.000.00333.0038.400.000.003.400.001805.0038.401472.000.001475.4038.401805.00a47.3606.6601.920.17a4'0.001472.000.00333.000.003.0038.200.000.001805.000.001475.0038.201472.0038.201805.00a4'7.3606.6600.1501.910a3'0.001830.000.00416.5014.600.0023.400.000.002246.5014.601830.0023.401830.0023.402246.50a3'9.1508.3300.731.170a2'0.002188.000.00500.0032.000.008.000.000.002688.0032.002188.008.002188.0032.002688.00a2'10.94010.0001.60.400a1'0.002546.000.00583.5049.400.000.006.000.003129.5049.402546.000.002552.0049.403129.50a1'12.73011.6702.470.3b12036.800.00466.800.00255.060.00287.600.002503.600.002291.860.002324.400.002503.600.002503.6021.52b110.1849.33612.75314.380b21750.400.00400.000.00255.060.00287.600.002150.400.002005.460.002038.000.002150.400.00b28.752812.75314.380b31464.000.00333.160.00212.860.00236.880.001797.160.001676.860.001700.880.001797.160.00b37.3206.663210.64311.844b41177.600.00266.400.00170.660.00186.620.001444.000.001348.260.001364.220.001444.000.00b45.8885.3288.5339.331b4'1177.600.00266.400.0078.320.0094.320.001444.000.001255.920.001271.920.001444.000.00b4'5.8885.3283.9164.716b3'1464.000.00333.160.0028.400.0052.440.001797.160.001492.400.001516.440.001797.160.00b3'7.3206.66321.4202.622b2'1750.400.00400.000.000.0021.528.440.002150.400.001750.4021.521758.840.002150.4021.52b2'8.75281.0760.422b1'2036.800.00466.800.000.0021.528.440.002503.600.002036.8021.522045.240.002503.6021.52b1'10.1849.3361.0760.422d10.00358.000.0083.500.0052.8062.600.000.00441.500.00410.8062.60358.0062.60441.50123.40868.00d11.7901.6702.6403.130d20.00516.000.00120.500.0076.0090.000.000.00636.500.00592.0090.00516.0090.00636.50d22.5802.4103.8004.500d30.00704.000.00164.000.00104.00123.400.000.00868.000.00808.00123.40704.00123.40868.00d33.5203.2805.2006.170d3'0.00704.000.00164.00123.000.000.00104.400.00868.00123.00704.000.00808.40123.00868.00d3'3.5203.2806.1505.220d2'0.00516.000.00120.5090.000.000.0076.200.00636.5090.00516.000.00592.2090.00636.50d2'2.5802.4104.5003.810d1'0.00358.000.0083.5062.400.000.0052.600.00441.5062.40358.000.00410.6062.40441.50d1'1.7901.6703.1202.630v10.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.001582.3374.88v100000000v2215.000.0050.200.000.0031.160.0037.22265.200.00215.0031.16215.0037.22265.2037.22v21.0751.0041.5581.861v3428.600.00100.260.000.0063.360.0074.88528.860.00428.6063.36428.6074.88528.8674.88v32.1432.00523.1683.744v41282.600.00299.730.0017.280.0017.100.001582.330.001299.880.001299.700.001582.330.00v46.4135.99460.8640.8551v3'428.600.00100.260.000.0074.880.0063.51528.860.00428.6074.88428.6063.51528.8674.88v3'2.1432.00523.7443.176v2'215.000.0050.200.000.0037.440.0032.10265.200.00215.0037.44215.0032.10265.2037.44v2'1.0751.0041.8721.605v1'0.000.000.000.000.000.000.000.000.000.000.000.000.000.000.000.00v1'000.000000.000MENDIMENSI BATANG 1) batang atas (tekan)diketahui : P max =3129.50kg=3.1295tonLk =2.5mdiambil tinggi balok (h) =14cmnilai I min untuk kayu kelas I mutu B =I min=40P maxLk=403.136.25=782.375cmmaka :782.375=1/12bh782.375=1/12b14670.6071428571=bb=8.753cmdiambil lebar kayu =8Fbr =bh=814=112cmi min=0.289h=0.28914=4.046cm=Lk =250=61.7894i min4.046karena nilai 61.7894 tidak ada dalam tabel PKKI maka dilakukan interpolasi : tk kelas I611.697761.7894611.69621.7077621.7061.78941.6978942165*) =1.69+61.7894-611.70-1.69=1.697894216562-61*) tk =77+61.7894-6177-77=7762-61 ytj=P maxFbr=3129.501.6978942165112=47.4424995586< tk ijin..OK !!!2)batang bawah (tarik)diketahui : P max =2503.60kgtr ijin =121.875kgdiambil ukuran : 8 x 10 cmF =810=80cmFn =P max=2503.60=20.5424cmtr ijin121.875Fbr =1.25Fn=1.2520.5424=25.6779cmsyarat :Fbr