Laporan Pileslab H 10m [PDF]

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DESIGN OF PILED SLAB I. MATERIAL PROPERTIES & DIMENSION 1.1. Concrete Grade : Compressive Strength at 28 days (cylinder test) : Allowable compressive stress due to bending : Modulus of elasticity : 1.2. Reinforcing Steel Grade : Yield Stress : Modulus of elasticity



K-



250 30.00 Mpa 12.00 Mpa 25742.96 Mpa



420.00 Mpa 200000.00 Mpa



:



1.3. Soil Angle of Internal Friction f Soil Pressure Coefficient Ka ( Active ) Soil Pressure Coefficient Kea ( Earthquake )



30.00 0.33 0.46



o



1.4. Unit Weight 1. Concrete 2. Asphalt 3. Soil 4. Water



25.00 22.00 18.00 10.00



kN/m3 kN/m3 kN/m3 kN/m3



2



1.5. Dimension iD



1D



1



Pile Ø 80



iB



1B



iA



1A



5D



Lane-B



iC



1C



1.25



iD iC



5C



iB



5B



Lane-A



5A



2



PLAN 5m



3



25 m x 5 m



0.35 0.60



0.60 L1 =



L2 =



1j



ij



5m



1.20 0.60



10



30.00



SECTION 1-1



Pile Ø 80



ij



2.50 2.50



iA



25 m



2.50



5j



1.25



1



Number of Lane :



2 10.00



1.50



3.50



3.50



Lane-A L1 =



1.50



Lane-B



10.00



Pile Ø 800



L2 = 30.00



iA



1.25



iB



2.50



iC 2.50



iD 2.50



1.25



SECTION 2-2 II. SECTION ANALYSIS 1200 Y



600 X



Height Width Area Inertia cog x cog y



= = = = = =



600 1200 720000 2.16E+10 300 600



mm mm mm2 mm4 mm mm



III. LOADINGS 3.1. Dead Load Barrier Area A =



0.39



LF = 1.30 Beban barrier =



m2



9.78 kN/m



0.05 0.25



0.2



0.6 1.15 0.15 0.4



Seg ment 1 2 3 4 5



Height m 0.60 0.60 0.15 0.15 0.40



Width m 0.20 0.05 0.25 0.25 0.50



0.5 3.2. Superimposed Dead Load 0.1 a. Asphalt t = m 0.1 b. Water t= m 3.3. Live Load a. Truck Load TA T1 = T2 = T3 =



T1 =



T2 =



b. D Load (UDL & KEL) - UDL - KEL



LF = 2.00 AS = Wtr =



LF = 1.80 Impact Factor = 50.00 kN TA1 = 225 kN TA2 = 225 kN TA3 =



Area m2 0.12 0.02 0.04 0.02 0.20 0.39



2.20 kN/m2 1 kN/m2



1.30 65.00 kN 292.5 kN 292.5 kN



T3 =



LF = 1.80 q= p= =



9.00 kN/m2 49 kN/m 68.60 kN/m



x



1.4



3.4. Braking Force - UDL q' = - KEL p= - TRUCK T= Total Live Load 1 = - TRUCK T= Total Live Load 2 =



LF = 1.80 9.00 9.8 12.86 31.66



kN/m2 kN/m2 kN/m2 kN/m2



12.86 kN/m2 12.86 kN/m2



5% x Total Live Load 1 = 1.58 25% x Total Live Load 2 = 3.21 Braking Force Hb (Max) = 3.21 3.5. Thermal Upper Building Type Bridge Temperature Minimum average Bridge Temperature Maximum average Uniform Gradient Ekspansi Termal Koefisien A 3.6. Earthquake Load



kN/m2 kN/m2 kN/m2 LF = 1.20 Lantai Beton diatas gelagar atau box beton 15 o C 40 o C 25 o C 6.9 o C 1.10E-05 per o C



1.0 LF = (for ULS) Earthquake Load applied using Dynamic Method with Response Spectrum, with the parameters as follows: 1 Importance Factor : Lainnya 2 Site Classification : Tanah Sedang-(SD) Bore Hole (BH-81) ti (m) N t/N NO 2 9 0.22 1 2 54 0.04 2 2 60 0.03 3 2 60 0.03 4 2 60 0.03 5 2 60 0.03 6 2 60 0.03 7 2 60 0.03 8 2 60 0.03 9 2 60 0.03 10 2 60 0.03 11 2 60 0.03 12 2 60 0.03 13 2 60 0.03 14 2 60 0.03 15



ti



 t   



  N



30



0.69



m



N



ti i t



 ti     i 1  N  m







30 0.69



=



43.32



Tanah Sedang-(SD)



a Superstructure Static Earthquake Load Response modification factor, R Case Period (T) C Elastic (C) Coefficient of seismic load, kH



= = = = =



3 (Longitudinal) Modal 1 1.2865 0.7 C/R = 0.2333



Response modification factor, R Case Period (T) C Elastic (C) Coefficient of seismic load, kH Dead Load Barrier Asphalt W



= = = = = = = = =



5 (Transversal) Modal 2 1.175 1 C/R = 0.2 4344.64 kN 489.0625 kN 550 kN 5383.71 kN



EQ.X EQ.Y



= =



1256.20 1076.74



kN kN



(Direction Longitudinal) (Direction Transversal)



b Substructure Static Earthquake Load Response modification factor, R Case Period (T) C Elastic (C) Coefficient of seismic load, kH



= = = = =



1 (Longitudinal) Modal 1 0.916 0.7 C/R = 0.7



Response modification factor, R Case Period (T) C Elastic (C) Coefficient of seismic load, kH



= = = = =



1 (Transversal) Modal 2 0.62 1 C/R = 1



Dead Load Barrier Asphalt W



= = = =



4344.64 489.0625 550 5383.71



kN kN kN kN



EQ.X EQ.Y



= =



3768.59 5383.71



kN kN



IV. SPRING CONSTAN BH-81 Dept Dist. NSPT (m) (m) 0 2 2 9 2 4 54 2 6 60 2 8 60 2 10 60 2 12 60 2 14 60 2 16 60 2 18 60 2 20 60 2 22 60 2 24 60 2 26 60 2 28 60 2 30 60



Dia. Pile (cm)



K kN/m3



80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00 80.00



18841.3946 113048.368 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298 125609.298



Spring kN/m 15073.12 30146.23 180877.39 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88 200974.88



V. PILE DESIGN P Allowable Pile Distance Group Efficiency P. All Normal (Reduction)



=



Moment Ultimate Virtual Fixing Point



=



= = =



=



206.27 Ton 2.50 m 0.8268 1672.9 kN 120 10



Ton.m m



10 m



=



2023.51 kN 3.13 D



= 1177.20 From Existing



kN.m



5.1. Reaction of Pile Vertical Load (Bottom Pile) : -Serviceability Limit States (SLS) Moment (Pile) : -Serviceability Limit States (SLS) -Ultimate Limit States (ULS)



=



= =



768.00 kN



230 815



kN.m kN.m




-------->



Moment Capacity Check a 69.50289 mm Mn 1.22E+09 Nmm Main Bar Resume Position Numb Top



229000000 N-mm (Negative)



7



=



Dia. mm 32



< act --- OK !! > act --- OK !!



1218.2992 kN.m ----->



> Mu ---> OK !!



REINFORCEMENT CALCULATION fc' = fy =



35 Mpa 420 Mpa



Beam 1 x 0.7 ( Bottom )



0.65 As 0.05 1.2 Moment d b b f a



117.00 kN.m



=



650 mm 1200 mm 0.81 0.8 6.647751 mm



Reinforcement Position :



Bottom



As req Use Dia. Numb req



478.6381 mm2 32 mm 7 bars



As



5629.734 mm2



r act r min r max



0.007218 0.003333 0.025313



--------> -------->



Moment Capacity Check a 69.50289 mm Mn 1.45E+09 Nmm Main Bar Resume Position Numb Bottom



117000000 N-mm (Positive)



7



=



Dia. mm 32



< act --- OK !! > act --- OK !!



1454.7480 kNm ----->



> Mu ---> OK !!



Shear Design : f= Ultimate Shear Vu-I = = Conc Cap Vc = Vn =



930000 N 7.71E+05 N 1328571.4 N ------>



Minimum Avs =



0.00 mm2/mm



Steel Cap Req Vs = Max Vs =



557942.88 N 2.60E+06 N ------>



Used Dia = Required Avs =



16 mm 2.42 mm2/mm



0.7 930 kN



Shear Reinf required Minimum Shear Reinf required Max spacing Control : S-max = 325



137.5 225 300 137.5



450 600 325



OK !



S-max =



325 mm



Torsion Design : Ultimate Torsion Tu-I = = Nominal Torsion Tnd = Conc Cap Tc =



214 2.14E+08 3.06E+08 7.10E+07



kN.m N.mm N.mm N.mm



Acp = Pcp = Aoh = Poh =



720000 3600 605000 3300



mm2 mm mm2 mm



Note : Torsion effect should be calculated Dia = Required Ats =



16 mm 0.74 mm2/mm



Close Stirrups Design due to Shear and Torsion : Legs No.Used nk = Close Stirrups Avts = Dia = Stirrup with 2 legs An = Spacing req. = Spacing used =



5 3.90 16 1005 258 150



bars mm2/mm mm mm2 mm mm -------->



Max spacing Control : S-max = 412.5 mm



S-max =



300 mm 325 mm 300 mm --------



OK !



OK !



Minimum Stirrup Control : Min stirrup Avm = Used stirrup Av =



158 mm2 362 mm2



7D 32



Resume of Stirrup Reinforcement : Legs No.nk = Dia = Spacing used =



5 16 mm 150 mm



D16-150



600 7D 32 1200



VIII. REINFORCEMENT CALCULATION SLAB t = 350 mm A. Edge K 250 fc' = 35.00 Mpa fy = 1674.00 Mpa A.1. Section As



0.05 0.3



2.5 Moment d b b f a



507.50 kN-m



= 507500000 N-mm (Negative)



300.00 mm 2500.00 mm 0.81 0.80 31.49 mm



Reinforcement Position : As req As min As use Use Dia. Numb req Dist. s Numb As r act r min r max



1333.16 627.24 1333.16 12 12 218.18



Top mm2 mm2 mm2 mm bars mm ------->



0.0020 0.0008 0.0028



Main Bar Resume Position Dia. mm



fc' = fy = A.2. Section



200 mm



13 bars 1470.27 mm2



12



< act --- OK !! > act --- OK !!



--------> -------->



Moment Capacity Check a 34.73 mm Mn 556506159.50 Nmm



Top



Use :



556.51 kN-m -----> > Mu ---> OK !!



=



Dist. mm 200



35.00 Mpa 1674.00 Mpa



0.3 As 0.05 2.5



Moment d b b f a



1022.00 kN-m



= 1.022E+09 N-mm (Positive)



300.00 mm 2500.00 mm 0.81 0.80 67.73 mm



Reinforcement Position : As req As min As use



Bottom



2867.49 mm2 627.24 mm2 2867.49 mm2



Use Dia.1 Numb req Dist. s Numb As1



29 11 240.00 10 6605.20



mm bars mm -------> bars mm2



Use



250 mm



Use Dia.2 Numb req Dist. s Numb As2



25 11 240.00 10 4908.74



mm bars mm -------> bars mm2



Use



250 mm



As tot r act r min r max



11513.94 mm2 0.0154 0.0008 0.0028



--------> -------->



Moment Capacity Check a 271.95 mm Mn 2529191330.89 Nmm Main Bar Resume Position Dia. mm Bottom



=



< act --- OK !! < act --- Change !!



2529.19 kN-m -----> > Mu ---> OK !!



Dist. mm



29 25



250 250



Shear Reinforcement Span= f= Vu = = Vc = fVc =



2.75 0.70 844.00 844000.00 740988.99 518692.29



m kN N N N



Vs = Take S = Av-req = Use Dia. = Min. Leg req.= Av = Max Leg Dist.=



464725.29 300.00 277.61 13 3 1061.86 312.50



N mm (longitudinal dir.) mm2 mm bars ->Use 8 bars mm2 > req --- OK !! mm take : 300.00 mm (transversal dir.)



< Vu ---> Requires Stirrups !!



Shear Reinforcement Summary Number bars Position Diameter mm Longt. Transv Endspan Midspan



13 13



3 3



9 9



Distance mm Longt. Transv 300 600



300 300



X. MODELLING AND OUTPUT OF STRUCTURE 10.1. View



10.2. Long Section



10.3. Cross Section



10.4. Moment 3-3 ( Envelope SLS )



10.5. Moment 3-3 ( Envelope ULS )



10.6. Moment 2-2 ( Envelope SLS )



10.7. Moment 2-2 ( Envelope ULS )



10.8. Axial ( Envelope SLS )



10.9. Mode Shape 1 - Period 1.2865 sec



10.10. Mode Shape 2