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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 )