Program Gempa (2)
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Transcript of Program Gempa (2)
PembebananW2 : Berat Atap + berat lantai III + 1/2 berat lantai II
A. Beban MatiTOTALAtap=15x50x2x0.05=75tonKuda-kuda=12x5x14=840tonTop Gevel=15x4x0.25x2=30tonRing Balk=0.25x0.4x2.4x10=2.40ton=0.25x0.45x2.4x11=2.97ton=0.3x0.5x2.4x12=4.32ton=0.4x0.6x2.4x13=7.49tonDinding bata=4x125x0.25=125tonKosen=0.06x0.1x1x15=0.09tonPlat lantai III=15x10x0.12x2.4=43.2tonBalok LantaiBalok Menanjang=0.25x0.4x2.4x10=2.40ton=0.25x0.45x2.4x11=2.97ton=0.3x0.5x2.4x12=4.32ton=0.4x0.6x2.4x13=7.49ton=4x125x0.25=125tonBalok Melintang=0.25x0.4x2.4x10=2.40ton=0.25x0.45x2.4x11=2.97ton=0.3x0.5x2.4x12=4.32ton=0.4x0.6x2.4x13=7.49ton=4x125x0.25=125tonTangga=3x1.5x0.63=2.835tonBordes=2x3x0.378=2.268tonKolom=0.2x0.3x2.4x4x10=5.76ton=0.3x0.5x2.4x4x12=17.28ton=0.4x0.6x2.4x4x15=34.56tonSpesi =15x20x0.02x2.1=12.6tonTegel =16x21x0.02x2.4=16.13tonkolom lantai 3=0.3x0.5x2.4x2x12=8.64ton 1/2 Kolom antara lantai II dan III=0.3x0.5x2.4x2x12=8.64ton=0.4x0.6x2.4x2x15=17.28ton1/2 Dinding bata antara lantai II dan III=2x125x0.25=62.5ton
B. Beban HidupPlat Lantai=13x25x0.188=0tonTangga =6x2x0.225=0tonw3=1650Atap=15x50x0.1=0tonTotal W2 =1603.315ton
W1 : 1/2 berat antara lantai II DAN lantai 3 + 1/2(BERAT ANTARA LANTAI 2 DAN LANTAI 1)
A. Beban Mati1/2 Dinding bata antara lantai II dan III=4x125x0.25=125tonKosen=0.06x0.1x1x15=0.09tonPlat lantai II=15x10x0.12x2.4=43.2tonBalok LantaiBalok Menanjang=0.25x0.4x2.4x10=2.40ton=0.25x0.45x2.4x11=2.97ton=0.3x0.5x2.4x12=4.32ton=0.4x0.6x2.4x13=7.49ton=4x125x0.25=125tonBalok Melintang=0.25x0.4x2.4x10=2.40ton=0.25x0.45x2.4x11=2.97ton=0.3x0.5x2.4x12=4.32ton=0.4x0.6x2.4x13=7.49ton=4x125x0.25=125tonTangga=3x1.5x0.63=2.835tonBordes=2x3x0.378=2.268ton1/2 Kolom antara lantai II dan III=0.2x0.3x2.4x2x10=2.88ton=0.3x0.5x2.4x2x12=8.64ton=0.4x0.6x2.4x2x15=17.28tonSpesi =15x20x0.02x2.1=12.6tonTegel =16x21x0.02x2.4=16.13ton1/2 Kolom antara lantai II dan I=0.2x0.3x2.4x2x10=2.88ton=0.3x0.5x2.4x2x12=8.64ton=0.4x0.6x2.4x2x15=17.28ton1/2 Dinding bata antara lantai II dan I=2x125x0.25=62.5ton
B. Beban HidupPlat Lantai=13x25x0.188=0tonTangga =6x2x0.225=0tonTotal W1 =606.577ton
Wt = W1 + W2=606.577+1,603.32=2,209.89ton
Menghitung Berat Tanggaa. Berat Plat tanggaTebal Plat tangga=0.15mBerat Plat=0.15x2.4=0.36t/m2Berat anak tangga=0.5x0.36=0.18t/m2Berat spasi ( 2 cm )=0.02x2.1=0.042t/m2Berat tegel ( 2 cm )=0.02x2.4=0.048t/m2Beban Mati (DL)=0.63t/m2Beban Hidup ( LL )=0.300x0.75=0.225t/m2Total Beban=1.2 DL+1.6 LL=1.116t/m2
b.Berat bordesTebal Plat bordes=0.12mBerat Plat=0.12x2.4=0.288t/m2Berat spasi ( 2 cm )=0.02x2.1=0.042t/m2Berat tegel ( 2 cm )=0.02x2.4=0.048t/m2Beban Mati (DL)=0.378t/m2Beban Hidup ( LL )=0.300x0.75=0.225t/m2Total Beban=1.2 DL+1.6 LL=0.814t/m2
cBerat lantaiTebal Plat tangga=0.12mBerat Plat=0.12x2.4=0.288t/m2Berat pasir ( 5 cm )=0.05x1.8=0.09t/m2Berat spasi ( 2 cm )=0.02x2.1=0.042t/m2Berat tegel ( 3 cm )=0.03x2.4=0.072t/m2Berat plafon=1x0.04=0.04t/m2Beban Mati (DL)=0.532t/m2Lantai Ruangan :DL=0.532t/m2LL =0.25x0.75=0.188t/m2Total Beban Lantai=1.2 DL+1.6 LL=0.938t/m2
Lantai gang :DL=0.532t/m2LL =0.3x0.75=0.225t/m2Total Beban Lantai=1.2 DL+1.6 LL=0.998t/m2
T (waktu Getar)Menghitung waktu getar Alami struktur Gedung (T)T = 0.0731H3/4Untuk SRPM betonH = Tinggi Gedung
H=11m
T=0.85Maka Nilai C = 0.43Wilayah yang dipakai adalah zone gempa 6
Menghitung gaya geser dasar Perhitungan Gaya geser dasar nominal (Statik ekivalen)V=C. I WtR
C = Respon spektrum gempa rencana=0.43
I = Faktor Keutamaan =1
Wt = Jumlah Beban Vertikal =650.20ton
R = Faktor reduksi gempa (SRPMM) =5.5
V=0.431650.205.5
=50.83ton
Menghitung gaya lateral Menghitung Gaya lateral ekivalenLantaihiWiWi.hiVFiFimtontmtontonton281,603.3212,826.5250.8342.7542.7514606.582,426.3150.838.0950.832,209.8915,252.83Fi =Wi.hiVWi.hi
D-Value Perhitungan D-Value Kolom
PERHITUNGAN GEMPA PORTAL MEMANJANG==========================================Tingkat 2Balok Bentang 1''-2''2''-3''3''-4''4''-5''5''-6''6''-7''7''-8''8''-9''9''-10''================---------
Tinggi(cm)40.000:40.000:40.000:40.000:40.000:40.000:40.000:40.000:40.000:Lebar(cm)25.000:25.000:25.000:25.000:25.000:25.000:25.000:25.000:25.000:Panjang(m)5.000:5.000:5.000:5.000:5.000:5.000:5.000:5.000:5.000:M.Inersia(cm4)133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:Kekakuan(cm3)0.267:0.267:0.267:0.267:0.267:0.267:0.267:0.267:0.267:
Kekakuan kolom1"-1'2"-2'3"-3'4"-4'5"-5'6"-6'7"-7'8"-8'9"-9'10"-10'================----------Panjang(cm)40.00040.00040.00040.00040.00040.00040.00040.00040.00040.000Lebar(cm)40.00040.00040.00040.00040.00040.00040.00040.00040.00040.000Diameter(cm)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000Tinggi(m)5.0005.0005.0005.0005.0005.0005.0005.0005.0005.000M.Inersia(cm4)213333.333213333.333213333.333213333.333213333.333213333.333213333.333213333.333213333.333213333.333Kekakuan(cm3)0.4270.4270.4270.4270.4270.4270.4270.4270.4270.427
Perhitungan D value D value total =1.516====================K o l o m1"-1'2"-2'3"-3'4"-4'5"-5'6"-6'7"-7'8"-8'9"-9'10"-10'-----------kc(cm3)0.4270.4270.4270.4270.4270.4270.4270.4270.4270.427k1(cm3)0.0000.2670.2670.2670.2670.2670.2670.2670.2670.267k2(cm3)0.2670.2670.2670.2670.2670.2670.2670.2670.2670.000K bal(cm3)0.625 1.250 1.250 1.250 1.250 1.250 1.250 1.250 1.250 0.625 a0.2380.385 0.385 0.385 0.385 0.385 0.385 0.385 0.385 0.238 D0.1020.1640.1640.1640.1640.1640.1640.1640.1640.102
Tingkat 1Balok Bentang 1'-2'2'-3'3'-4'4'-5'5'-6'6'-7'7'-8'8'-9'9'-10'===============---------
Tinggi(cm)40.000:40.000:40.000:40.000:40.000:40.000:40.000:40.000:40.000:Lebar(cm)25.000:25.000:25.000:25.000:25.000:25.000:25.000:25.000:25.000:Panjang(m)5.000:5.000:5.000:5.000:5.000:5.000:5.000:5.000:5.000:M.Inersia(cm4)133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:133333.333:Kekakuan(cm3)0.267:0.267:0.267:0.267:0.267:0.267:0.267:0.267:0.267:
Kekakuan kolom1'-12'-23'-34'-45'-56'-67'-78'-89'-910'-10===============----------Panjang(cm)40.00040.00040.00040.00040.00040.00040.00040.00040.00040.000Lebar(cm)40.00040.00040.00040.00040.00040.00040.00040.00040.00040.000Diameter(cm)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000Tinggi(m)5.0005.0005.0005.0005.0005.0005.0005.0005.0005.000M.Inersia(cm4)213333.333213333.333213333.333213333.333213333.333213333.333213333.333213333.333213333.333213333.333Kekakuan(cm3)0.4270.4270.4270.4270.4270.4270.4270.4270.4270.427
Perhitungan D value D value total =2.204====================K o l o m1'-12'-23'-34'-45'-56'-67'-78'-89'-910'-10-----------kc(cm3)0.4270.4270.4270.4270.4270.4270.4270.4270.4270.427k3(cm3)0.0000.2670.2670.2670.2670.2670.2670.2670.2670.267k4(cm3)0.2670.2670.2670.2670.2670.2670.2670.2670.2670.000K bal(cm3)0.6251.2501.2501.2501.2501.2501.2501.2501.2500.625a0.4290.538 0.538 0.538 0.538 0.538 0.538 0.538 0.538 0.429 D0.1830.2300.2300.2300.2300.2300.2300.2300.2300.183
PERHITUNGAN GEMPA PORTAL MELINTANG==========================================Tingkat 2Balok Bentang A''-B''B''-C''C''-D''D''-E''E'-F''================-----
Tinggi(cm)40.000:40.000:40.000:40.000:40.000:Lebar(cm)25.000:25.000:25.000:25.000:25.000:Panjang(m)5.000:5.000:5.000:5.000:5.000:M.Inersia(cm4)133333.333:133333.333:133333.333:133333.333:133333.333:Kekakuan(cm3)0.267:0.267:0.267:0.267:0.267:
Kekakuan kolomA"-A'B"-B'C"-C'D"-D'E"-E'F"-F'================------Panjang(cm)40.00040.00040.00040.00040.00040.000Lebar(cm)40.00040.00040.00040.00040.00040.000Diameter(cm)0.0000.0000.0000.0000.0000.000Tinggi(m)5.0005.0005.0005.0005.0005.000M.Inersia(cm4)213333.333213333.333213333.333213333.333213333.333213333.333Kekakuan(cm3)0.4270.4270.4270.4270.4270.427
Perhitungan D value D value total =0.860====================K o l o mA"-A'B"-B'C"-C'D"-D'E"-E'F"-F'-------kc(cm3)0.4270.4270.4270.4270.4270.427k1(cm3)0.0000.2670.2670.2670.2670.267k2(cm3)0.2670.2670.2670.2670.2670.000K bal(cm3)0.625 1.250 1.250 1.250 1.250 0.625 a0.2380.385 0.385 0.385 0.385 0.238 D0.1020.1640.1640.1640.1640.102
Tingkat 1Balok Bentang A'-B'B'-C'C'-D'D'-E'E'-F'===============-----
Tinggi(cm)40.000:40.000:40.000:40.000:40.000:Lebar(cm)25.000:25.000:25.000:25.000:25.000:Panjang(m)5.000:5.000:5.000:5.000:5.000:M.Inersia(cm4)133333.333:133333.333:133333.333:133333.333:133333.333:Kekakuan(cm3)0.267:0.267:0.267:0.267:0.267:
Kekakuan kolomA'-AB'-BC'-CD'-DE'-EF'-F===============------Panjang(cm)40.00040.00040.00040.00040.00040.000Lebar(cm)40.00040.00040.00040.00040.00040.000Diameter(cm)0.0000.0000.0000.0000.0000.000Tinggi(m)5.0005.0005.0005.0005.0005.000M.Inersia(cm4)213333.333213333.333213333.333213333.333213333.333213333.333Kekakuan(cm3)0.4270.4270.4270.4270.4270.427
Perhitungan D value D value total =1.285====================K o l o mA'-AB'-BC'-CD'-DE'-EF'-F-------kc(cm3)0.4270.4270.4270.4270.4270.427k3(cm3)0.0000.2670.2670.2670.2670.267k4(cm3)0.2670.2670.2670.2670.2670.000K bal(cm3)0.6251.2501.2501.2501.2500.625a0.4290.538 0.538 0.538 0.538 0.429 D0.1830.2300.2300.2300.2300.183
Hit. Pusat MasaPerhitungan Titik pusat masa arah X untuk lantai I dab IILantaiTypeLqL . qxL.q.xm2t/m2tonmtmI = II1810.93875.97802810.93875.97803810.93875.97804810.93875.9780Tangga 140.51.11645.1980tangga 240.51.11645.1980 L.q394.308 L.q .x0
X= L.q. x / L.q
=0m
Perhitungan Titik pusat masa arah Y untuk lantai I dab IILantaiTypeLqL . qyL.q.ym2t/m2tonmtmI = II1810.93875.97802810.93875.97803810.93875.97804810.93875.97805810.93875.9780Tangga 140.51.11645.1980tangga 240.51.11645.1980 L.q470.286 L.q .y0
X= L.q.y / L.q
=0m
Hit.Pusat Kekakuan
Perhitungan titik pusat kekakuan arah X untuk tingkat I=II=III
AsDyxDy . xx2Dy . x210.9212523.025625575.62520.9212018.42400368.430.9211513.815225207.22540.921109.2110092.150.92154.6052523.02560.92100005.52669.0751266.375
x= Dy . X / Dy
=12.5m
Perhitungan titik pusat kekakuan arah Y untuk tingkat I
AsDxyDx . Yy2Dx . y2A0.9212523.025625575.625B0.9212018.42400368.4C0.9211513.815225207.225D0.921109.2110092.1E0.92154.6052523.025F0.92100005.52669.0751266.375
y= Dx . y / Dx
=12.5m
Perhitungan titik pusat kekakuan arah X untuk tingkat II
AsDyxDy . xx2Dy . x2111111233'45678910111
x= Dy . X / Dy
=1m
Perhitungan titik pusat kekakuan arah Y untuk tingkat II
AsDxyDx . yy2Dx . y2A11111BCDEFGIJKLM111
y= Dx . y / Dx
=1m
EksentrisitasMenghitung Eksentrisitas
Dx=1 Dx.y=1
Dy=1 Dy.x=1
Diperoleh titik pusatkekakuan gedung adalah :x = Dx.y Dx=1m
y = Dy.x Dy
=1mPerhitungan titik pusat massa gedung diperoleh :x=y=Eksentrisitas yang terjadi adalah :Aarah x :ex==-1=ERROR:#VALUE!
Aarah y :ey=0-1=-1Pengaruh torsi yang bekerja pada gedung adalah : Lebar Gedung b =1mArah x =ex =ERROR:#VALUE! =ERROR:#VALUE!