PBRS 1 Edit
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PERHITUNGAN KOMPONEN BALOK PLAT 80 18 50 y x 35 x1 = 40 cm x2 = 40 cm y1 = 41 cm y2 = 16 cm X = 40 cm Y = 30.1 cm I b+p = 528203.3 80 18 I p = 38880 PERHITUNGAN KOMPONEN KOLOM C1 = 35 cm sejajar ara C2 C2 = 35 cm tegak lurus C1 Ic = Ic = 125052.08 cm 4 cm 4 cm 4 1 2 A B C D E F G H I J 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47
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PBRS 1
Transcript of PBRS 1 Edit
Komponen BalokPlat & KolomPERHITUNGAN KOMPONEN BALOK PLAT801850yx35x1 =40cmx2 =40cmy1 =41cmy2 =16cmX =40cmY =30.1cmI b+p =528203.3cm48018I p =38880cm4PERHITUNGAN KOMPONEN KOLOMC1 =35cmsejajar arah tinjauanC2C2 =35cmtegak lurus arah tinjauanC1Ic =
Ic =125052.083333333cm4
12
Komponen TorsiPEHITUNGAN KOMPONEN TORSIBAGIAN TEPIbebe18185050be = bw + hwbe = bw + hwbe = 67cmbe = 67cm3535C1 =C1 =
C1 =399452.083cm4C1 =142202.083cm4C2 =C2 =
C2 =40163.040cm4C2 =108203.04cm4 C =439615.123cm4 C =250405.123cm4BAGIAN TENGAHbebe40401818
5050be =bw + 2hwbe =bw + 2hwbe =107cmbe =107cm
3535C1 =C1 =
C1 =185963.040cm4C1 =117923.040cm4C2 =C2 =
C2 =142202.083cm4C2 =399452.083cm4 C =328165.123cm4 C =517375.123cm4
12121212
Perhitungan KekakuanDATA-DATA :E =1L1 =800cmIc =125052.083333333cm4L2 =800cmc1 =35cmIbp =528203.333333333cm4c2 =35cmIp =38880cm4C1 =439615.123333333cm4(tepi)C2 =517375.123333333cm4(tengah)
KEKAKUAN KOLOMC =6.06(dari Tabel)Ha =3.5mHb =3.5mKca =HaKCaKca =216518.75Kcb =HbKCbKcb =216518.75 Kc =433037.5KEKAKUAN TORSI> Bagian Tepi> Bagian TengahKT =KT =
KT =5656.0182520716KT =6656.466043645KT* =KT* =
KT* =76839.704067346KT* =90431.2642097079Kec =Kec =
Kec =65259.7784027787Kec =74808.9117300672KEKAKUAN BALOK
C =4.05(dari tabel)
Kbp =
Kbp =2674.029375
Tabel KekakuanTABEL FAKTOR KEKAKUAN DAN FAKTOR CARRYOVER KOLOMTABEL FAKTOR KEKAKUAN DAN FAKTOR CARRYOVER BALOKBbC1AWC1Blu =750cmC1A =35cmln =800cmABhC1B =35cma =25cml1 =700cmlulnb =25cmh =18cml1lu/ln =0.938 C1A/l1 =0.05a/b =1.00C1B/l1 =0.05
AaDimensi KolomBeban MerataFaktor KekakuanFaktor CarryoverFEM = Koef.(Wl2l12)0.950.900.850.800.75C1A/l1C1B/l2MABMBAkABkBACOFABCOFBA0.000.000.0830.0834.004.000.5000.5000.20kAB4.324.705.335.656.270.050.0830.0844.014.040.5040.500CAB0.570.640.710.800.890.100.0820.0864.034.150.5130.4990.40kAB4.404.895.456.157.000.150.8100.0894.074.320.5280.498CAB0.560.610.680.740.810.200.0790.0934.124.560.5480.4950.60kAB4.465.025.706.547.580.250.0770.0974.184.880.5730.491CAB0.550.600.650.700.760.300.0750.1024.255.280.6030.4850.80kAB4.515.145.906.858.050.350.0730.1074.335.780.6380.478CAB0.540.580.630.670.720.050.050.0840.0844.054.050.5030.5031.00kAB4.555.236.067.118.440.100.0830.0864.074.150.5130.503CAB0.540.570.610.650.680.150.0810.0894.114.330.5280.5011.20kAB4.585.306.207.328.770.200.0800.0924.164.580.5480.499CAB0.530.570.600.630.660.250.0780.0964.224.890.5730.4941.40kAB4.615.366.317.519.050.300.0760.1014.295.300.6030.489CAB0.530.560.590.610.640.350.0740.1074.375.800.6380.4811.60kAB4.635.426.417.669.290.100.100.0850.0854.184.180.5130.513CAB0.530.550.580.600.620.150.0830.0884.224.360.5280.5111.80kAB4.655.466.497.809.500.200.0820.0914.274.610.5480.508CAB0.530.550.570.590.600.250.0800.0954.344.930.5730.5042.00kAB4.675.516.567.929.680.300.0780.1004.415.340.6020.498CAB0.520.540.560.580.590.350.0750.1054.505.850.6370.4910.150.150.0860.0864.404.400.5260.526INTERPOLASI0.200.0840.0904.464.650.5460.523kAB =4.610.250.0830.0944.534.980.5710.519CAB =0.540.300.0800.0994.615.400.6010.5130.350.0780.1044.705.920.6350.5050.200.200.0880.0884.724.720.5430.5430.250.0860.0924.795.050.5680.5390.300.0830.0974.885.480.5970.5320.350.0810.1024.996.010.6320.5240.250.250.0900.0905.145.140.5630.5630.300.0880.0955.245.580.5920.5560.350.0850.1005.366.120.6260.5480.300.300.0920.0925.695.690.5850.5850.350.0900.0975.836.260.6190.5760.350.350.0950.0956.426.420.6090.609MABMBAkABkBACOFABCOFBAINTERPOLASI =0.0840.0844.054.050.5030.503
lu/lna/b
Koef. DistribusiPERHITUNGAN KOEFISIEN DISTRIBUSIK balok =2674.029375K kolom1 =65259.7784027787(tepi)K kolom2 =74808.9117300672(tengah)12345
A B C D E
678910> Bagian Tepi> Bagian Tengah K.A = K.B = K.A =133193.586180557 K.B =154965.882210134 AB = BA =
AB =0.020 BA=0.017
A1 = BC =
A1 =0.490 BC =0.017 A6 = B2 =
A6 =0.490 B2 =0.483 B7 =
B7 =0.483
PembebananPEMBEBANANDATA-DATA:t plat =0.14mW beton =2400kg/m3L =4.5mW Finishing =100kg/m2b balok =0.3mW Bata =250kg/m2h balok =0.5mqLL KANTOR =250kg/m2H =3mM =0.084Ln =6.2m> Beban Mati (qDL)BS. Plat ==1512kg/mBS. Balok ==360kg/mB. Finishing ==450kg/mTOTAL =2322kg/m = q DL 1
B. Bata ==750kg/m = q DL 2> Beban Hidup (qLL)q LL ==1125kg/m> Beban Total (qU)q U 1 ==5486.4kg/mq U 2 ==4586.4kg/mFEM 1 ==17715.366144kg mFEM 2 ==14809.302144kg m
Metode CrossMETODE CROSS12345
ABCDE
678910
Tumpuan ATumpuan BTumpuan CTumpuan DTumpuan EA1A6ABBAB2B7BCCBC3C8CDDCD4D9DEEDE5E10Koef. Distribusi0.49000.49000.02010.01730.48270.48270.01730.01730.48270.48270.01730.01730.48270.48270.01730.02010.49000.4900COF0.54000.54000.50300.50300.54000.54000.50300.50300.54000.54000.50300.50300.54000.54000.50300.50300.54000.5400FEM17715.3661-17715.366117715.3661-17715.366114809.3021-14809.302114809.3021-14809.3021-8679.8539-8679.8539-355.6583-178.89611.55273.087086.361186.36113.08701.5527-0.7608-0.7608-0.0312-0.015725.209950.11911402.13651402.136550.119125.2099-0.2187-0.4347-12.1624-12.1624-0.4347-0.2187-0.2188-0.4350-12.1699-12.1699-0.4350-0.21880.10710.10710.00440.00220.00380.00750.21120.21120.00750.0038149.5519297.31987256.10067256.1006-0.0001-0.0001-0.0029-0.0029-0.0001-0.0001-1.2981-2.5807-72.1972-72.1972-2.5807-1.29810.00000.00000.00000.00000.01130.02240.62670.62670.02240.01130.01310.02610.63600.6360-0.0001-0.0002-0.0054-0.0054-0.0002-0.0001-0.0002-0.0004-0.0118-0.0118-0.0004-0.00020.00000.00000.00000.00000.00000.00000.00010.00010.00000.00000.00000.00000.00010.0001-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.00000.00000.00000.00000.00000.00000.00000.00000.00000.00000.0000-0.0000-0.0000-0.0000-0.0000-0.0000-0.00000.00000.00000.00000.0000TOTAL-8680.5075-8680.507517361.0149-17891.623874.190474.190417743.2430-17663.88321402.97461402.974614857.9341-14787.0933-84.3789-84.378914955.8510-14513.47347256.73677256.7367KONTROL0.00000.00000.00000.00000.0000
Perhitungan Momen LapanganGAMBAR DIAGRAM FREE BODYABCDE123458680.5074712099-74.1904024846-1402.974551693284.378870066-7256.7366764154-17361.014942419817891.6238373592-17743.243032390117663.883187033-14857.934083646614787.0932820919-14955.851022223914513.47335283098680.5074712099-74.1904024846-1402.974551693284.378870066-7256.73667641546.56.56.56.5678910PEMBEBANANPERHITUNGAN MOMEN LAPANGANDATA-DATA:t plat =0.14mW beton =2400kg/m3BENTANG AB-BC-CD-DE (Beban Trapesium)BENTANG AB (Beban Momen)BENTANGM Maksb =4.5mW Finishing =100kg/m2(m)(kgm)b balok =0.3mW Bata =250kg/m2q =6174kg/mAB15632.993h balok =0.5mqLL KANTOR =250kg/m2BC15555.749H =3m17361.0149424198kgm17891.6238373592kgmCD14475.861Ln =6.2mDE14563.7136.5mM maks =17626.3193898895kgm> Beban Trapesium2.25m2.25m
BS. Plat ==3024kg/mM maks =BENTANG BC (Beban Momen)B. Finishing ==900kg/mB. Hidup ==2250kg/mM maks =27397.125kgmTOTAL =6174kg/m 17743.2430323901kgm17663.883187033kgm> Beban Terbagi RataBENTANG AB -BC (Beban Terbagi Rata)B. Bata ==750kg/m M maks =17703.5631097115kgmBS. Balok ==360kg/mq =1110kg/m
q 1 =1110kg/mBENTANG CD (Beban Momen)q 2 =360kg/m6.5mM maks =14857.9340836466kgm14787.0932820919kgm
M maks =5862.1875kgmM maks =14822.5136828692kgm
BENTANG CD -DE (Beban Terbagi Rata)BENTANG DE (Beban Momen)q =360kg/m14955.8510222239kgm14513.4733528309kgm
6.5mM maks =14734.6621875274kgm
M maks =
M maks =1901.25kgm
L =
a =
a =
L =
L =
Pembagian MomenPembagian Momen ( kgm )MomenBentang A-BBentang B-CBentang C-DBentang D-EM (-) EksM (-) IntM (+)M (-) kiM (-) kaM (+)M (-) kiM (-) kaM (+)M (-) EksM (-) IntM (+)Mu17361.01517891.62415632.99317743.24317663.88315555.74914857.93414787.09314475.86114513.47314955.85114563.713M J Kolom15678.90615071.90413169.23314946.90814880.05513104.16312516.32412456.64712194.46613107.26312598.80912268.472M Balok13327.07012811.11811193.84812704.87212648.04711138.53910638.87510588.15010365.29611141.17310708.98810428.201M Plat2351.8362260.7861975.3852242.0362232.0081965.6241877.4491868.4971829.1701966.0891889.8211840.271M J Tengah1682.1092819.7202463.7602796.3352783.8282451.5862341.6102330.4462281.3961406.2102357.0422295.241PERHITUNGAN Mn ( kgm )JALUR KOLOM - BALOKMomenBentang A-BBentang B-CBentang C-DBentang D-EM (-) EksM (-) IntM (+)M (-) kiM (-) kaM (+)M (-) kiM (-) kaM (+)M (-) EksM (-) IntM (+)M Balok13327.07012811.11811193.84812704.87212648.04711138.53910638.87510588.15010365.29611141.17310708.98810428.201Lebar Jalur1.061.061.061.061.061.061.061.061.061.061.061.06Mn15715.88515107.45113200.29314982.16014915.15013135.06912545.84312486.02612223.22613138.17612628.52312297.407JALUR KOLOM - PLATMomenBentang A-BBentang B-CBentang C-DBentang D-EM (-) EksM (-) IntM (+)M (-) kiM (-) kaM (+)M (-) kiM (-) kaM (+)M (-) EksM (-) IntM (+)M Plat2351.8362260.7861975.3852242.0362232.0081965.6241877.4491868.4971829.1701966.0891889.8211840.271Lebar Jalur1.191.191.191.191.191.191.191.191.191.191.191.19Mn2470.4162374.7752074.9842355.0802344.5472064.7321972.1101962.7071921.3972065.2201985.1061933.058JALUR TENGAH - PLATMomenBentang A-BBentang B-CBentang C-DBentang D-EM (-) EksM (-) IntM (+)M (-) kiM (-) kaM (+)M (-) kiM (-) kaM (+)M (-) EksM (-) IntM (+)M Plat1682.1092819.7202463.7602796.3352783.8282451.5862341.6102330.4462281.3961406.2102357.0422295.241Lebar Jalur2.252.252.252.252.252.252.252.252.252.252.252.25Mn934.5051566.5111368.7551553.5201546.5711361.9921300.8951294.6921267.442781.2281309.4681275.134
Jumlah TulanganPENULANGAN BALOK JALUR KOLOMDATA-DATADATA PENAMPANGfc' =25MPah =500mmfy =350MPab =300mmd' =20mmd =480mm
PERHITUNGANKriteria Tulangan Lelehb=0.85 x fc' x 1 x600fy600 + fyb=0.0326
max=0.75 x b=0.0244 min=1.4=0.004fy1=0.5b1=0.0163
As1=1 x b x d=2346.77mm
a=As1 x fy=128.84mm0.85 x fc' x bAs=Mnfy x (d - a/2)As min= min x b x dJALUR KOLOM - BALOKBentangMn (Nmm)As (mm2)As min tul. (mm)n n dibulatkanS (mm)A-BM (-) eks157158847.571080.48576.00193.814.0100.015715.8847570182M (+)132002929.09907.53576.00193.204.0100.013200.2929086834M (-) int151074508.641038.65576.00193.664.0100.015107.4508638003B-CM (-) ki149821600.721030.04576.00193.634.0100.014982.1600718309M (+)131350693.32903.05576.00193.194.0100.013135.0693318657M (-) ka149151496.671025.43576.00193.624.0100.014915.1496665603C-DM (-) ki106388751.21731.43576.00192.583.0150.010638.8751212543M (+)122232261.06840.36576.00192.963.0150.012223.226105564M (-) ka124860262.66858.43576.00193.034.0100.012486.0262661664D-EM (-) int126285230.73868.22576.00193.064.0100.012628.5230730581M (+)122974067.48845.46576.00192.983.0150.012297.4067479279M (-) eks131381762.76903.26576.00193.194.0100.013138.1762756177PENULANGAN PLAT JALUR KOLOMDATA-DATADATA PENAMPANGfc' =25MPah =140mmfy =350MPab =1000mmd' =20mmd =120mm
PERHITUNGANKriteria Tulangan Lelehb=0.85 x fc' x 1 x600fy600 + fyb=0.0326
max=0.75 x b=0.0244 min=1.4=0.004fy1=0.5b1=0.0163
As1=1 x b x d=1955.64mm
a=As1 x fy=32.21mm0.85 x fc' x b
As=Mnfy x (d - a/2)As min= min x b x dJALUR KOLOM - PLATBentangMn (Nmm)As (mm2)As min tul. (mm)n n dibulatkanS (mm)A-BM (-) eks24704158.94679.37480.00126.017.0166.02470.4158935896M (+)20749842.54570.63480.00125.056.0200.02074.9842535647M (-) int23747747.77653.07480.00125.776.0200.02374.7747774041B-CM (-) ki23550800.31647.66480.00125.736.0200.02355.0800310639M (+)20647316.10567.81480.00125.026.0200.02064.7316102488M (-) ka23445465.12644.76480.00125.706.0200.02344.546512094C-DM (-) ki19721098.22542.34480.00124.805.0250.01972.109822279M (+)19213968.87528.39480.00124.675.0250.01921.3968865889M (-) ka19627070.45539.75480.00124.775.0250.01962.7070452995D-EM (-) int19851064.45545.91480.00124.835.0250.01985.1064445044M (+)19330575.12531.60480.00124.705.0250.01933.0575115378M (-) eks20652199.98567.94480.00125.026.0200.02065.219997848PENULANGAN PLAT JALUR TENGAHDATA-DATADATA PENAMPANGfc' =25MPah =140mmfy =350MPab =1000mmd' =20mmd =120mm
PERHITUNGANKriteria Tulangan Lelehb=0.85 x fc' x 1 x600fy600 + fyb=0.0326
max=0.75 x b=0.0244 min=1.4=0.004fy1=0.5b1=0.0163
As1=1 x b x d=1955.64mm
a=As1 x fy=32.21mm0.85 x fc' x b
As=Mnfy x (d - a/2)As min= min x b x dJALUR TENGAH - PLATBentangMn (Nmm)As (mm2)As min tul. (mm)n n dibulatkanS (mm)A-BM (-) eks9345048.54256.99480.00124.25.0250.0934.5048543173M (+)13687553.97376.41480.00124.25.0250.01368.7553967519M (-) int15665110.65430.80480.00124.25.0250.01566.511064871B-CM (-) ki15535195.01427.22480.00124.25.0250.01553.5195010582M (+)13619922.80374.55480.00124.25.0250.01361.9922799497M (-) ka15465711.06425.31480.00124.25.0250.01546.5711057091C-DM (-) ki13008946.73357.75480.00124.25.0250.01300.8946731015M (+)12674420.80348.55480.00124.25.0250.01267.4420797666M (-) ka12946921.67356.05480.00124.25.0250.01294.6921673654D-EM (-) int13094678.45360.11480.00124.25.0250.01309.4678450569M (+)12751339.66350.67480.00124.25.0250.01275.1339662476M (-) eks7812280.18214.84480.00124.25.0250.0781.2280184199
Perhitungan KolomPENULANGAN KOLOMDATA-DATADATA PENAMPANGfc' =25MPah =300mmfy =350MPab =300mmd' =20mmd =280mm
PERHITUNGANKriteria Tulangan Lelehb=0.85 x fc' x 1 x600fy600 + fyb=0.0326
max=0.75 x b=0.0244 min=1.4=0.004fy1=0.5b1=0.0163
As1=1 x b x d=1368.95mm
a=As1 x fy=75.16mm0.85 x fc' x bAs=Mnfy x (d - a/2)As min= min x b x d
KolomMn (Nmm)As (mm2)As min tul. (mm)n n dibulatkanS (mm)A1A686805074.711023.07336.00193.614.0100.08680.5074712099B2B7741904.028.74336.00190.032.0300.074.1904024846C3C814029745.52165.35336.00190.582.0300.01402.9745516932D4D9843788.709.94336.00190.042.0300.084.378870066E5E1072567366.76855.27336.00193.024.0100.07256.7366764154
Perhitungan Tulangan Geser
