1.b.PILE SLAB-5m (69+625 - 69+775) - Ok [PDF]

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DED - STRUCTURE PEMBANGUNAN JALAN TOL SERANG - PANIMBANG



DETAILED DESIGN FOR PILED SLAB STRUCTURE



STRUCTURAL DESIGN REPORT



PILED SLAB AT MAIN ROAD STA 69+625 ~ 69+775



STRUCTURAL DESIGN REPORT



PILED SLAB AT MAIN ROAD STA 69+625 ~ 69+775



DAFTAR ISI



I.



MATERIAL PROPERTIES



II.



SECTION ANALYSIS



III.



LOADINGS



IV.



SPRING CONSTAN



V.



REACTION OF PILE



VI.



REINFORCEMENT CALCULATION BEAM 800 x 750



VII.



REINFORCEMENT CALCULATION BEAM 1000 x 700



VIII.



REINFORCEMENT CALCULATION SLAB t = 350 mm



IX.



MODELLING AND OUTPUT OF STRUCTURE



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 :



K-



250 30.00 Mpa 12.00 Mpa 25742.96 Mpa



1.2. Reinforcing Steel Grade : Yield Stress : Modulus of elasticity



390.00 Mpa 200000.00 Mpa



:



1.3. Soil Angle of Internal Friction  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



1.5. Dimension



2 1.58 1H



iH



iH



10H



1G



iG



iG



10G



3.15



Lane-B 3.15



1F



iF



iF



10F



1E



iE



iE



10E



1D



iD



iD



10D



1C



iC



iC



10C



1B



iB



iB



10B



Pile Ø 60



3.15 3.15 3.15 1



1



3.15



Lane-A 3.15



1A



iA



iA



10A 1.58



2 PLAN 5m



8



x



5 m



5m



0.35 L1 =



L2 =



1j



0.80



0.40



0.70



ij



2



0.70 0.40



0.40



Pile Ø 60



24.00



SECTION 1-1



ij



10j



0.50



3.00



3.60



3.60



1.50



0.80



1.50



3.60



3.60



3.00



0.50



Lane-B



Lane-A L1 = 2.00



Pile Ø 60 L2 = 24.00



iA



iD



iC



iB



1.58



3.15



3.15



3.15



iDiE 3.15



iG



iF 3.15



3.15



iH 3.15



SECTION 2-2 II. SECTION ANALYSIS 1600 Y a



350 400



b



d



c



X 400



400



Height



Width



Area (A)



(Yi)



Ai.Yi



Io



(mm)



(mm)



(mm2)



(mm)



(mm3)



(mm4)



(Yi-Y)2 (mm2)



A.(Yi-Y)2 (mm4)



I=Io+A.(Yi-Y)2 (mm4)



a



350



1600



560000



575



322000000



5716666667



26511



14845890861



20562557528



b



400



400



80000



267



21333333



711111111



21174



1693918475



2405029586



c



400



800



320000



200



64000000



4266666667



45020



14406443130



18673109796



d



400



400



80000



267



21333333



711111111



21174



1693918475



Zone



1040000



Center Gravity from Bottom Y =



 Ai.Yi A



Height



Width



Area (A)



(Xi)



Ai.Xi



Io



(mm)



(mm)



(mm2)



(mm)



(mm3)



(mm4)



a



350



1600



560000



800



448000000



119466666667



b



400



400



80000



267



21333333



711111111



c



400



800



320000



800



256000000



17066666667



d



400



400



80000



1333



106666667



711111111



Zone



1040000



2405029586 44045726496



428666667



 412.179 mm



A.(Xi-X)2 (mm4)



I=Io+A.(Xi-X)2 (mm4)



0



0



119466666667



284444



22755555556



23466666667



0



0



17066666667



284444



22755555556



(Xi-X)2 (mm2)



23466666667



832000000



Center Gravity from Bottom X =



183466666667







Ai . Xi A







800 mm



1.58



III. LOADINGS 3.1. Dead Load LF = 1.30 Barrier Side A = Center A =



0.39 0.55



m2 m2



Br-S = Br-C =



9.78 kN/m 13.81 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



Area m2 0.12 0.02 0.04 0.02 0.20 0.39



Seg ment 1 2 3 4 5 6 7



Height m 0.60 0.60 0.60 0.15 0.15 0.15 0.4



Width m 0.05 0.20 0.05 0.25 0.30 0.25 0.80



Area m2 0.02 0.12 0.02 0.02 0.05 0.02 0.32 0.55



0.5 0.05 0.25



0.05 0.2



0.25



0.6 1.15 0.15 0.4 0.8



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 = TA1 = 70 kN



T2 = TA2 = 315 kN



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 =



2.20 kN/m2 1 kN/m2



1.30 65.00 kN 292.5 kN 292.5 kN



T3 = TA3 = 315 kN LF = 1.80 q= p=



9.00 kN/m2 49 kN/m



x



1.4



=



68.60 kN/m



3.4. Braking Force - UDL q' = - KEL p= Total Live Load =



LF = 1.80 9.00 kN/m2 9.8 kN/m2 18.80 kN/m2



Braking Force Hb = 5% x Total Live Load Hb = 0.94 kN/m2 (Longitudinal) 3.5. Earthquake Load LF =



1.0



(for ULS)



Earthquake Load applied using Dynamic Method with Response Spectrum, with the parameters as follows: 1 Importance Factor : Lainnya 2 Site Classification : Tanah Lunak-(SE) Response Spectrum analysis to obtain Base Shear Force describes in the next page. Bore Hole (BH-46) ti (m) N NO 3 1 1 2 1 2 2 2 3 2 2 4 2 3 5 2 2 6 2 5 7 2 8 8 2 23 9 2 28 10 2 31 11 42 2 12 50 2 13 3 60 14



ti



t/N 3.00 2.00 1.00 1.00 0.67 1.00 0.40 0.25 0.09 0.07 0.06 0.05 0.04 0.05



 t 



  N 



30



9.68



m



N



ti i t



 ti     i 1  N  m







30 9.68



=



3.10



Tanah Lunak-(SE)



PROJECT: DED JALAN TOL SERANG-PANIMBANG CALCULATION FOR:



DIV/DEPT:



RESPONSE SPECTRUM ANALYSIS Site Classification: SE REF



STRUCTURE



JOB NO:



CALC BY:



DATE:



8/10/2019



CHECKED BY:



DATE:



8/10/2019



DRG REF.



Reference: RSNI2 2833:201X (Seismic Resistance Bridge Design Code) Site classification = SE



= = =



1



(CL. 5.3.1)



Ground acceleration (based on Seismic Resistance Bridge Design Code RSNI2 2833:201X) Peak ground acceleration for 7% probability in 75 years, PGA = Ground acceleration at 0.2 second short period for 7% probability in 75 years, S S = Ground acceleration at 1 second period for 7% probability in 75 years, S 1 = Amplification factor for 0 second period, F PGA Amplification factor for 0.2 second period, F a Amplification factor for 1 second period, F v



SHEET NR



0.4 g 0.7 g 0.3 g



0.9 1.2 2.8



(CL. 5.3.2)



(CL. 5.4.1)



Response spectra As = FPGA PGA SDS = Fa SS SD1 = Fv S1



0.36 g 0.84 g 0.84 g



= = =



For period T< T0, For period T0 ≤ T ≤ Ts, For period T > T s



Csm Csm Csm



Ts T0



= SD1 / SDS = 0.2 Ts



Csm Csm Csm



2.400 T + 0.36 = = 0.84 0.84 / T =



1.00 s 0.20 s



= =



(Seismic zone 4)



= (SDS - As) T/T0 +As = SDS = SD1 / T



5.0 (For Static Equivalent Analysis)



Response modification factor, R



=



Coefficient of seismic load, kH



= SDS / R



=



(CL. 5.7)



0.17



Response Spectrum 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 0.00



0.50



1.00



1.50



2.00



2.50



3.00



IV. SPRING CONSTAN BH-46 Dept (m) 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24



Dist. (m)



NSPT



Dia. Pile (cm)



K kN/m3



Spring kN/m



1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1



1 1 1 1 1 2 2 2 2 3 2 2 3 5 6 8 15 23 25 28 29 31 35 42



60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00 60.00



5588 5588 5588 5588 5588 5588 5588 5588 5588 5588 5588 5588 6458 6458 6458 6458 19322 19322 24121 24121 27038 27038 36925 36925



5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 5268.69 6088.97 6088.97 6088.97 6088.97 18217.89 18217.89 22742.66 22742.66 25492.97 25492.97 34815.00 34815.00



V. PILE DESIGN 102.69 Ton



P Allowable



=



Moment Crack (Wika Brochure,B )



=



25



Moment Braek (Wika Brochure,B)



=



45



=



1007.39



kN



Ton.m



=



245.25



kN.m



Ton.m



=



441.45



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)



=



826.47 kN




-------->



Moment Capacity Check a 73.801555 mm Mn 1.154E+09 Nmm Main Bar Resume Position Numb Top



6



=



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



1153.8157 kN.m ----->



> Mu ---> OK !!



Dia. mm 32



6



REINFORCEMENT CALCULATION fc' = fy =



30 Mpa 390 Mpa



7.2. Beam 1 x 0.7 ( Bottom )



0.65 As 0.05 1 Moment d b   a



794.00 kN.m



=



650 mm 1000 mm 0.85 0.8 62.925164 mm



Reinforcement Position :



Bottom



As req Use Dia. Numb req



3657.189 mm2 32 mm 6 bars



As



4825.4863 mm2



act min max



0.0074238 0.0035897 0.0252622



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



Moment Capacity Check a 73.801555 mm Mn 1.154E+09 Nmm Main Bar Resume Position Numb Bottom



794000000 N-mm (Positive)



6



=



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



1153.8157 kNm ----->



> Mu ---> OK !!



Dia. mm 32



7



Shear Design : 0.7 = 1000 Ultimate Shear Vu-I = = 1000000 Conc Cap Vc = 5.95E+05 Vn = 1428571.43



kN



N N N ------>



Minimum Avs =



0.00 mm2/mm



Steel Cap Req Vs = Max Vs =



834018.59 N 2.37E+06 N ------>



Used Dia = Required Avs =



16 mm 3.29 mm2/mm



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



162.5 262.5 300 162.5



525 600 325



OK !



S-max =



325 mm



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



0 1.50E+04 2.14E+04 6.58E+07



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



Acp = Pcp = Aoh = Poh =



700000 3400 585000 3100



mm2 mm mm2 mm



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



16 mm 0.00 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 =



4 3.29 16 804 244 150



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



Max spacing Control : S-max = 387.5 mm



S-max =



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



OK !



OK !



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



132 mm2 494 mm2



6D 32



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



4 16 mm 150 mm



D16-150



700 6D 32 1000



8



VIII. REINFORCEMENT CALCULATION SLAB t = 350 mm K fc' = fy =



250 30.00 Mpa 390.00 Mpa



8.1. Section As



0.05 0.3



2.75



Moment d b   a



605.00 kN-m



= 605000000 N-mm (Negative)



300.00 mm 2750.00 mm 0.85 0.80 38.41 mm



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



6905.71 2961.54 6905.71 22 19 147.22



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



150 mm



19 bars 7222.52 mm2 0.0088 0.0036 0.0253



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



Moment Capacity Check a 40.17 mm Mn 630770152.94 Nmm Main Bar Resume Position Dia. mm Top



Use :



22



=



Dist. mm 150



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



630.77 kN-m -----> > Mu ---> OK !!



Secundary Reinforcement As req Use Dia. Numb req Dist. s Numb As



525.27 16 3 333.33



5 bars/m' 1005.31 mm2/m'



Secundary Bar Resume Position Dia. mm Top



mm2/m' (20% As Main) mm bars/m' mm -------> Use



16



Dist. mm 200



200 mm



K fc' = fy =



250 30.00 Mpa 390.00 Mpa



8.2. Section



0.3 As 0.05 2.75



Moment d b   a



607.00 kN-m



= 607000000 N-mm (Positive)



300.00 mm 2750.00 mm 0.85 0.80 38.54 mm



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



6930.22 2961.54 6930.22 22 19 147.22



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



150 mm



19 bars 7222.52 mm2 0.0088 0.0036 0.0253



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



Moment Capacity Check a 40.17 mm Mn 630770152.94 Nmm Main Bar Resume Position Dia. mm Bottom



Use



22



=



Dist. mm 150



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



630.77 kN-m -----> > Mu ---> OK !!



Secundary Reinforcement As req Use Dia. Numb req Dist. s Numb As



525.27 16 3 333.33



200 mm



5 bars/m' 1005.31 mm2/m'



Secundary Bar Resume Position Dia. mm Bottom



mm2/m' (20% As Main) mm bars/m' mm -------> Use



Dist. mm



16



200



Shear Reinforcement Span= = Vu = = Vc = Vc =



1.00 0.70 759.00 759000.00 754624.75 528237.33



m kN N N N



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



329660.96 300.00 845.28 16 5 1005.31 550.00



N mm (longitudinal dir.) mm2 mm bars ->Use 5 bars mm2 > req --- OK !! mm take : 400.00 mm (transversal dir.)



< Vu ---> Requires Stirrups !!



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



16 16



1 1



7 7



Distance mm Longt. Transv 300 600



400 400



8.3. Sketch D22-150mm D16-200mm



D16-400/300mm



D16-200mm D22-150mm



Longitudinal



IX. MODELLING AND OUTPUT OF STRUCTURE 9.1. View



9.2. Long Section



9.3. Cross Section



9.4. Moment 3-3 ( Envelope SLS )



9.5. Moment 3-3 ( Envelope ULS )



9.6. Moment 2-2 ( Envelope SLS )



9.7. Moment 2-2 ( Envelope ULS )



9.7. Axial ( Envelope SLS )