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