Gempa rencanaPERHITUNGAN BEBAN GEMPA RENCANA1.Beban matiA Gelagar no 1&6Pelat lantai tebal 0.25m =0.250x1.450x5.300x25.000x2.000=96.063KNAspal 0.05m =0.05x0.250x5.300x22.000x2.000=2.915KNBeton rabat 0.25m =0.250x1.000x5.300x24.000x2.000=63.600KNGelagar 0.4x0.85m =0.400x0.600x5.300x25.000x2.000=63.600KNDiafragma 0.25x0.45m =0.250x0.450x0.650x25.000x2.500x2.000=9.141KNPipa galvanis =2.000x0.0713x5.300x2.000=1.512KNTiang sandaran =1.250x0.300x0.100x25.000x3.000x2.000=5.625KNKerb =0.200x0.250x5.300x25.000x2.000=13.250KN+255.705KNB Gelagar no 2,3,4&5Pelat lantai tebal 0.25m =0.250x1.700x5.300x25.000x4.000=225.250KNAspal 0.05m =0.050x1.700x5.300x22.000x4.000=39.644KNGelagar 0.4x0.85m =0.400x0.600x5.300x25.000x4.000=127.200KNDiafragma 0.25x0.45m =0.250x0.450x1.300x25.000x2.500x4.000=36.563KN+=428.657KN2.Beban hidupA Gelagar no 1&6Beban pejalan kaki =5.000x1.200x5.300x2.000=63.600KNBeban UDL 50% =4.000x0.250x5.300x1.400x2.000=14.840KNBeban KEL 50% =22.000x0.250x1.400x2.000=15.400KN+=93.840KNB Gelagar no 2,3,4&5Beban UDL 100% =8.000x1.700x5.300x1.400x4.000=403.648KNBeban KEL 100% =44.000x1.700x1.400x4.000=418.880KN+=822.528KNTotal berat struktur persisi perletakan jembatan ( WT ) =684.361KNDari BMS , PPTJ hal 2.45C =0.180Tanah lunakI =1.200S =1.000Koef. Gempa = C.I.S =0.216Gaya geser(V)=TEQ=C.I.S.WT=147.822KN/sisi perletakan jembatan100%(KN)30%(KN)Gaya geser untuk perletakan no 1 & 6 sebesar =27.6168.285Gaya geser untuk perletakan no 2,3,4& 5 sebesar =23.1476.944

Lateral stopperLATERAL STOPPERGaya Geser Akibat Beban Gempa Rencana :Gaya geser yang bekerja =reaksi gaya geser gempa rencana pada perletakan=( 2x27.616)+( 4x23.147)=147.822KN=147822.016NMomen Yang Terjadi akibat Gaya Geser Gempa Rencana :Kopel momen vertikal ( hz ) =400.000mmMomen Arah Vertikal ( Mx ) =147822.016x400.000X1.000=59128806.384NmmPenulangan Lentur :Panjang ( l ) =1000.000mmTinggi ( h ) =400.000mmLebar ( b ) =500.000mmDiameter tulangan lentur ( D ) =22.000mmDiameter tulangan geser ( D ) =13.000mmTebal selimut =40.000mmTinggi efektif ( d ) =436.000mmfc' =25.000Mpafy =400.000MPa1 =0.850..(0 Vu yang terjadiOK

Pembebanan AbutmenData Bangunan Atas Jembatan Beton Bertulang :Panjang Bentang Jembatan ( C to C ) =10.6mPanjang Gelagar =10.6mLebar Lantai Kendaraan =7.3mLebar Lantai Trotoir =1.2mTebal Lantai Kendaraan =0.25MOMEN + (Berlawanan jarum jam)Tebal Plat Trotoir =0.25MOMEN - (Searah jarum jam)Tebal Beton Rabat Trotoir =0.25Tebal Lapisan Aspal =0.05Dimensi Kerb =0.20.25Dimensi Gelagar =0.40.6Dimensi Diafragma =0.250.45Jumlah Gelagar =6buahJumlah Diafragma =5x 5buahJarak Gelagar ( C to C ) =1.7mPanjang Bersih Diafragma =1.3mDimensi Tiang Sandaran =1.25m0.30.1Jumlah Tiang sandaran =12buahJarak Tiang Sandaran ( C to C ) =2mUDL =8KN/m2KEL =441+DLA(koefisien kejut) =1.400REM =250KNKoefisien Gempa =0.216Analisa Pembebanan :`BEBAN DARI UPPER STRUCTURE PADA PONDASIURAIANV (KN)Hx (KN)Hy (KN)x (m)y (m)z (m)My (KNm)Mx (KNm)a. Gelagar Tengah (4 buah) :Beban MatiPlat lantai225.250Aspal39.644Air hujan18.020Diafragma36.563Gelagar127.200446.677Beban HidupUDL x Kejut403.648KEL x Kejut418.880REM166.6674.208701.333822.528166.667701.333Beban Gempa 50% Bangunan Atas ( a )Akibat beban mati96.48296.4824.208-405.997-405.99796.48296.482-405.997-405.997b. Gelagar Tepi (2 buah ) :Beban MatiPlat lantai + plat trotoir96.063Aspal2.915Air hujan1.325Rabat trotoir63.600Pipa galvanis1.512Tiang sandaran5.625Kerb13.250Diafragma9.141Gelagar63.600257.030Beban HidupUDL x Kejut14.840KEL x Kejut15.400REM83.3334.208350.667Trotoir63.60093.84083.333350.667Beban Gempa 50% Bangunan Atas ( b )Akibat beban mati55.51855.5184.208-233.621-233.62155.51855.518-233.621-233.621BEBAN DARI ABUTMEN PADA PONDASIg beton =25.00KN/mg tanah timbunan dipadatkan =17.20KN/m =43Ka =0.189tan^2(45 - (/2))..(TEKNIK PONDASI ,DR.Ir.Suhardjito Pradoto hal 1-12)q =8KN/m2URAIANB (m)L (m)H (m)V (KN)Hx (KN)Hy (KN)x (m)y (m)z (m)My (KNm)Mx (KNm)Beban MatiBagian longitudinal stopper 10.30010.0000.60045.0000.50022.500Bagian longitudinal stopper 20.65010.0000.29547.9380.67532.358Bagian corbel tumpuan plat injak 30.80010.0000.500100.0000.60060.000Bagian corbel tumpuan plat injak 40.80010.0000.40040.0000.46718.667Badan abutment 50.40010.0002.400240.0000.0000.000Bagian corbel depan 60.45010.0000.50056.2500.425-23.906Bagian corbel depan 70.45010.0000.40022.5000.350-7.875Bagian pile cap 83.00010.0001.000750.0000.0000.000Bagian pile cap 8a0.40010.0000.33833.8000.0000.000Bagian pile cap 91.30010.0000.33854.9250.63334.786Bagian pile cap 101.30010.0000.33854.9250.633-34.786Plat injak 112.5009.3000.300149.3811.950291.2932x Bagian wing wall 120.2000.8501.3959.0751.0759.7562x Bagian wing wall 12a0.2002.1501.00021.5002.57555.3632x Bagian wing wall 130.2002.1502.69528.9712.21764.2202x Bagian wing wall 140.2001.3000.4003.2000.8502.7202x Bagian wing wall 14a0.2001.3001.90022.5030.85019.128Berat tanah belakang 151.3009.3003.695562.7070.850478.3012242.6751022.523Tekanan Tanah AktifTekanan tanah aktif belakang 16339.3061.512-513.144Tekanan tanah aktif belakang 1752.5652.269-119.245391.872-632.389Beban GempaBagian longitudinal stopper 19.7209.7200.5004.333-42.117-42.117Bagian longitudinal stopper 210.35510.3550.6753.886-40.232-40.232Bagian corbel tumpuan plat injak 321.60021.6000.6003.488-75.341-75.341Bagian corbel tumpuan plat injak 48.6408.6400.4673.105-26.824-26.824Badan abutment 551.84051.8400.0002.538-131.570-131.570Bagian corbel depan 612.15012.1500.4253.488-42.379-42.379Bagian corbel depan 74.8604.8600.3503.105-15.089-15.089Bagian pile cap 8162.000162.0000.0000.500-81.000-81.000Bagian pile cap 8a7.3017.3010.0001.169-8.535-8.535Bagian pile cap 911.86411.8640.6331.113-13.200-13.200Bagian pile cap 1011.86411.8640.6331.113-13.200-13.200Palat injak 1132.26632.2661.9504.183-134.970-134.9702x Bagian wing wall 121.9601.9601.0753.998-7.836-7.8362x Bagian wing wall 12a4.6444.6442.5754.195-19.482-19.4822x Bagian wing wall 136.2586.2582.2172.797-17.501-17.5012x Bagian wing wall 140.6910.6910.8503.100-2.143-2.1432x Bagian wing wall 14a4.8614.8610.8501.950-9.478-9.478Berat tanah belakang 15121.545121.5450.8502.848-346.099-346.099484.418484.418-1026.996-1026.996BEBAN PADA PONDASIURAIANDL + LL + TaDL + LL + Ta + EQV (KN)Hx (KN)Hy (KN)My (KNm)Mx (KNm)V (KN)Hx (KN)Hy (KN)My (KNm)Mx (KNm)DL Upper Structure703.706703.706LL Upper Structure916.368250.0001052.000916.368250.0001052.000DL Abutment2242.6751022.5232242.6751022.523Ta Abutment391.872-632.389391.872-632.389EQ Upper Structure152.001152.001-639.618-639.618EQ Abutment484.418484.418-1026.996-1026.996TOTAL3862.749641.8721442.1343862.7491278.290636.418-224.480-1666.614

PenulanganNo Tiangx (m)x (m)y (m)y (m)Pvo (ton)1-3.612.96-3.612.961.40732-1.83.24-3.612.967.3129300-3.612.9613.218441.83.24-3.612.9619.123953.612.96-3.612.9625.02946-3.612.96-1.83.2411.01977-1.83.24-1.83.2416.9252800-1.83.2422.830891.83.24-1.83.2428.7363103.612.96-1.83.2434.641811-3.612.960020.632112-1.83.240026.537613000032.4431141.83.240038.3486153.612.960044.254216-3.612.961.83.2430.244517-1.83.241.83.2436.150018001.83.2442.0555191.83.241.83.2447.9610203.612.961.83.2453.866521-3.612.963.612.9639.856822-1.83.243.612.9645.762323003.612.9651.6679241.83.243.612.9657.5734253.612.963.612.9663.4789162162811.078Data Penampang :Momen pd sisi Belakang pile cap M* maks=6102.161KNmMomen pd sisi Depan pile cap M* maks=11417.126KNmTebal telapak abutment =1000.000mmPenebalan abutment =338.000mmTebal rata telapak abutment =1191.533mmPanjang telapak abutment =8500.000mmDiameter Tiang Pancang =600.000mmDiameter Tulangan Lentur (D) =25.000mmDiameter Tulangan Pembagi (D) =16.000mmTebal selimut =80.000mmb =8500.000mmd =1083.033mmfc' =41.000MPafy =360.000MPaKrc =0.6001 =0.810..(0 P perluok ! > P perluPERENCANAAN DIMENSI PILE CUPMutu beton Pile CupK300f'c =25Mpaca = 0.45.f'c =11.205Mpa=112.050Kg/cmH =127829.011KgD =60cmch = H/(D.) caMEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 123H/(D.) = ca = H/(ca.D) = d' =19.014cmPu =Krc.1/6.SQRT(f'c).Luas bid.geserpons1.5Pijin =Krc.1/6.SQRT(f'c).Luas bid.geserpons2466784N =Krc.1/6.SQRT(f'c).(2(H-d'+D)/2).(H-d'))2466784N =Krc.1/6.SQRT(f'c).((H-d'+D).(H-d'))2466784N =1.567(H-d+###mm) (H-d)6000 =(H-d)^2+###(H-d) -6001574351.859(H-d') = xx12 = (-b+/-SQRT(b-4ac))/2ax1 =990.098mmx2 =-1590.098mm(H-d') =990.098mmH =118.023cmTinggi total Pile cup =120cm

PondasiLOAD CASE ILOAD CASE IILOAD CASE IIIBEBAN PADA PONDASIBEBAN PADA PONDASIBEBAN PADA PONDASIURAIANDL + LL + TaURAIANDL + LL + Ta + 0.3EQxURAIANDL + LL + Ta + 0.3EQyV (KN)Hx (KN)Hy (KN)My (KNm)Mx (KNm)V (KN)Hx (KN)Hy (KN)My (KNm)Mx (KNm)V (KN)Hx (KN)Hy (KN)My (KNm)Mx (KNm)DL Upper Structure703.706DL Upper Structure703.706DL Upper Structure703.706LL Upper Structure916.368250.0001052.000LL Upper Structure916.368250.0001052.000LL Upper Structure916.368250.0001052.000DL Abutment2242.6751022.523DL Abutment2242.6751022.523DL Abutment2242.6751022.523Ta Abutment391.872-632.389Ta Abutment391.872-632.389Ta Abutment391.872-632.389EQ Upper StructureEQ Upper Structure45.600152.001-191.885-639.618EQ Upper Structure152.00145.600-639.618-191.885EQ AbutmentEQ Abutment145.325484.418-308.099-1026.996EQ Abutment484.418145.325-1026.996-308.099TOTAL3862.749641.8721442.134TOTAL3862.749832.797636.418942.150-1666.614TOTAL3862.7491278.290190.926-224.480-499.984V =386.275tonV =386.275tonV =386.275tonHxo =64.187tonHxo =83.280tonHxo =127.829tonHyo =tonHyo =63.642tonHyo =19.093tonMxo =ton mMxo =166.661ton mMxo =49.998ton mMyo =144.213ton mMyo =94.215ton mMyo =22.448ton mh Dasar poer_MT =0.000mh Dasar poer_MT =0.000mh Dasar poer_MT =0.000mD Diameter T.P =60.000cmD Tiang pancang =60.000cmD Tiang pancang =60.000cmd' Wall Thickness =10.000cmd' Wall Thickness =10.000cmd' Wall Thickness =10.000cmA Tiang pancang =1570.000cmA Tiang pancang =1570.000cmA Tiang pancang =1570.000cmO Tiang pancang =188.400cmO Tiang pancang =188.400cmO Tiang pancang =188.400cmE Beton =0.000kg/cmE Beton =0.000kg/cmE Beton =0.000kg/cmI = (.D^4)/64 =636172.512cm4I = (.D^4)/64 =636172.512cm4I = (.D^4)/64 =636172.512cm4Cn =50.000kg/cm(kedalaman 25m)Cn =50.000kg/cm(kedalaman 25m)Cn =50.000kg/cm(kedalaman 25m)JHP =3670.000kg/cm'(kedalaman 25m)JHP =3670.000kg/cm'(kedalaman 25m)JHP =3670.000kg/cm'(kedalaman 25m)KOEFISIEN REAKSI TANAH DASAR (k)KOEFISIEN REAKSI TANAH DASAR (k)KOEFISIEN REAKSI TANAH DASAR (k)MEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 109MEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 109MEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 109N (dari SPT) =5.000.(dari GRAFIK SPT)N (dari SPT) =5.000.(dari GRAFIK SPT)N (dari SPT) =5.000.(dari GRAFIK SPT)Eo = 28.N =140.000kg/cmEo = 28.N =140.000kg/cmEo = 28.N =140.000kg/cmy =1.000cmy =1.000cmy =1.000cmk = 0.2 Eo D^-0.75 y^-0.5 =1.299kg/cmk = 0.2 Eo D^-0.75 y^-0.5 =1.299kg/cmk = 0.2 Eo D^-0.75 y^-0.5 =1.299kg/cm = ((kD)/(4EI))^0.25 =0cm^-1 = ((kD)/(4EI))^0.25 =0cm^-1 = ((kD)/(4EI))^0.25 =0cm^-1Im =/(2.) =0.000cm ...MEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 109Im =/(2.) =0.000cm ...MEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 109Im =/(2.) =0.000cm ...MEKTAN&TEKPON Ir.Suyono Sosrodarsono hal 109DAYA DUKUNG GAYA H TIANG TEGAKDAYA DUKUNG GAYA H TIANG TEGAKDAYA DUKUNG GAYA H TIANG TEGAK =1.000cm =1.000cm =1.000cmHa = ((k D)/)*a =0.000ton/tiang tegakHa = ((k D)/).a.150% =0.000ton/tiang tegakHa = ((k D)/).a.150% =0.000ton/tiang tegakDAYA DUKUNG GAYA H TIANG MIRINGDAYA DUKUNG GAYA H TIANG MIRINGDAYA DUKUNG GAYA H TIANG MIRINGKemiringan tiangpancang =1 :6Kemiringan tiangpancang =1 :6Kemiringan tiangpancang =1 :6Hm = ((k D)/).a.sin =0.000ton/tiang miringHm = ((k D)/).a.sin =0.000ton/tiang miringHm = ((k D)/).a.sin =0.000ton/tiang miringHvm = ((k D)/).a.cos =0.000ton/tiang miringHvm = ((k D)/).a.cos =0.000ton/tiang miringHvm = ((k D)/).a.cos =0.000ton/tiang miringHa = Hm+Hvm =0.000ton/tiang miringHa = Hm+Hvm =0.000ton/tiang miringHa = Hm+Hvm =0.000ton/tiang miringEFISIENSI TIANG GRUP TIANGEFISIENSI TIANG GRUP TIANGEFISIENSI TIANG GRUP TIANGm =2.000m =2.000m =2.000n =6.000n =6.000n =6.000d =60.000cmd =60.000cmd =60.000cms =170.000cms =170.000cms =170.000cm = arc tan d/s.( ) =19.450 = arc tan d/s.( ) =19.450 = arc tan d/s.( ) =19.450Eff = 1-(.((((n-1).m)+((m-1).n))/(90.m.n))) =0.712Eff = 1-(.((((n-1).m)+((m-1).n))/(90.m.n))) =0.712Eff = 1-(.((((n-1).m)+((m-1).n))/(90.m.n))) =0.712GAYA FRICTION TIANGGAYA FRICTION TIANGGAYA FRICTION TIANGPfr =691.428ton/tiang tunggalPfr =691.428ton/tiang tunggalPfr =691.428ton/tiang tunggalPfr =492.195ton/tiang kelompokPfr =492.195ton/tiang kelompokPfr =492.195ton/tiang kelompokDAYA DUKUNG GAYA VERTIKAL (TIANG TUNGGAL)DAYA DUKUNG GAYA VERTIKAL TIANG TUNGGALDAYA DUKUNG GAYA VERTIKAL TIANG TUNGGALPa =(A.cn/3)+(O.JHP/5) =164.452ton/tiang tegakPa =(A.cn/3)+(O.JHP/5) =164.452ton/tiang tegakPa =(A.cn/3)+(O.JHP/5) =164.452ton/tiang tegakPa =((A.cn/3)+(O.JHP/5)).(cos+sin) =189.251ton/tiang miringPa =((A.cn/3)+(O.JHP/5)).(cos+sin) =189.251ton/tiang miringPa =((A.cn/3)+(O.JHP/5)).(cos+sin) =189.251ton/tiang miringDAYA DUKUNG GAYA VERTIKAL (TIANG KELOMPOK)DAYA DUKUNG GAYA VERTIKAL TIANG KELOMPOKDAYA DUKUNG GAYA VERTIKAL TIANG KELOMPOKPa =Eff.(A.cn/3)+(O.JHP/5) =117.066ton/tiang tegakPa =Eff.(A.cn/3)+(O.JHP/5) =117.066ton/tiang tegakPa =Eff.(A.cn/3)+(O.JHP/5) =117.066ton/tiang tegakPa =(Eff.(A.cn/3)+(O.JHP/5)).(cos+sin)=134.719ton/tiang miringPa =(Eff.(A.cn/3)+(O.JHP/5)).(cos+sin)=134.719ton/tiang miringPa =(Eff.(A.cn/3)+(O.JHP/5)).(cos+sin)=134.719ton/tiang miringDISTRIBUSI GAYA PADA GRUP TIANGDISTRIBUSI GAYA PADA GRUP TIANGDISTRIBUSI GAYA PADA GRUP TIANGPerjanjian tanda =Perjanjian tanda =Perjanjian tanda =TARIK ( - )TARIK ( - )TARIK ( - )TEKAN ( + )TEKAN ( + )TEKAN ( + )No Tiangx (m)x (m)y (m)y (m)Pvo (ton)Phxo (ton)Phyo (ton)Pho (ton)Mxo (Ton-m)Myo (Ton-m)Kontrol VKontrol HNo Tiangx (m)x (m)y (m)y (m)Pvo (ton)Phxo (ton)Phyo (ton)Pho (ton)Mxo (Ton-m)Myo (Ton-m)Kontrol VKontrol HNo Tiangx (m)x (m)y (m)y (m)Pvo (ton)Phxo (ton)Phyo (ton)Pho (ton)Mxo (Ton-m)Myo (Ton-m)Kontrol VKontrol H1-0.9000.810-4.25018.06345.5435.3490.0005.3490.00012.018OK01-0.9000.810-4.25018.06347.9166.9405.3038.73413.8887.851OK01-0.9000.810-4.25018.06336.36910.6521.59110.7714.1671.871OK020.9000.810-4.25018.06318.8365.3490.0005.3490.00012.018OK020.9000.810-4.25018.06330.4696.9405.3038.73413.8887.851OK020.9000.810-4.25018.06332.21210.6521.59110.7714.1671.871OK03-0.9000.810-2.5506.50345.5435.3490.0005.3490.00012.018OK03-0.9000.810-2.5506.50345.1156.9405.3038.73413.8887.851OK03-0.9000.810-2.5506.50335.52910.6521.59110.7714.1671.871OK040.9000.810-2.5506.50318.8365.3490.0005.3490.00012.018OK040.9000.810-2.5506.50327.6686.9405.3038.73413.8887.851OK040.9000.810-2.5506.50331.37210.6521.59110.7714.1671.871OK05-0.9000.810-0.8500.72345.5435.3490.0005.3490.00012.018OK05-0.9000.810-0.8500.72342.3146.9405.3038.73413.8887.851OK05-0.9000.810-0.8500.72334.68810.6521.59110.7714.1671.871OK060.9000.810-0.8500.72318.8365.3490.0005.3490.00012.018OK060.9000.810-0.8500.72324.8666.9405.3038.73413.8887.851OK060.9000.810-0.8500.72330.53110.6521.59110.7714.1671.871OK07-0.9000.8100.8500.72345.5435.3490.0005.3490.00012.018OK07-0.9000.8100.8500.72339.5136.9405.3038.73413.8887.851OK07-0.9000.8100.8500.72333.84810.6521.59110.7714.1671.871OK080.9000.8100.8500.72318.8365.3490.0005.3490.00012.018OK080.9000.8100.8500.72322.0656.9405.3038.73413.8887.851OK080.9000.8100.8500.72329.69110.6521.59110.7714.1671.871OK09-0.9000.8102.5506.50345.5435.3490.0005.3490.00012.018OK09-0.9000.8102.5506.50336.7126.9405.3038.73413.8887.851OK09-0.9000.8102.5506.50333.00810.6521.59110.7714.1671.871OK0100.9000.8102.5506.50318.8365.3490.0005.3490.00012.018OK0100.9000.8102.5506.50319.2646.9405.3038.73413.8887.851OK0100.9000.8102.5506.50328.85110.6521.59110.7714.1671.871OK011-0.9000.8104.25018.06345.5435.3490.0005.3490.00012.018OK011-0.9000.8104.25018.06333.9116.9405.3038.73413.8887.851OK011-0.9000.8104.25018.06332.16710.6521.59110.7714.1671.871OK0120.9000.8104.25018.06318.8365.3490.0005.3490.00012.018OK0120.9000.8104.25018.06316.4636.9405.3038.73413.8887.851OK0120.9000.8104.25018.06328.01010.6521.59110.7714.1671.871OK09.720101.150386.27564.1870.00064.1870.00012.0189.720101.150386.27583.28063.642104.813166.66194.2159.720101.150386.275127.82919.093129.24749.99822.448Pvo =(V/Sn+Myo.x/Sx2+Mxo.y/Sy2)Pvo =(V/Sn+Myo.x/Sx2+Mxo.y/Sy2)Phxo =Hxo/SnPhxo =Hxo/SnPvo =(V/Sn+Myo.x/Sx2+Mxo.y/Sy2)Phyo =Hyo/SnPhyo =Hyo/SnPhxo =Hxo/SnPhyo =Hyo/SnTotal gaya H 6 tiang tegak = 6 x Hat =0.000tonTotal gaya H 6 tiang tegak = 6 x Hat =0.000tonTotal gaya H 6 tiang miring tekan = 6 x Hac =0.000tonTotal gaya H 6 tiang miring tekan = 6 x Hac =0.000ton Kemampuan tiang miring + tegak =0.000ton Kemampuan tiang miring + tegak =0.000tonTotal gaya akibat gempa =83.280tonTotal gaya akibat gempa =127.829ton00

Sheet3

MBD000AA0F3.unknown

MBD0015BE0C.unknown

MBD00211F92.unknown

MBD00111FE9.unknown

MBD001520B5.unknown

MBD001112CC.unknown

MBD0006925B.unknown

MBD000727BF.unknown