PPS & PPD Joint Operation
PROJECT : RENTAL OF PRODUCTION LINE SEGAT DATE : 30-Okt-10
AND SENG GAS PLANT PHASE-1 REVISION : 1
SUBJECT : CALCULATION FOR MAIN BRIDGE PREPARE BY : PG
CLIENT : KALILA BENTU LIMITED
Issue for Approval
CALCULATION FORMAIN BRIDGE
REV
A
DATE
25/11/10
DESCRIPTION
RENTAL OF PRODUCTION LINE SEGAT AND SENG GAS PLANT PHASE-1
CLIENT
YS
REVIEW
TLS
CHECKED
DJ
PREPARED
PG
1 of 21
I. GENERAL
1.1
This Document present calculation of concrete bridge on main access road of rental of production segat and seng
gas plant phase 1th project
1.2 CODE, STANDARTS AND REFERENCES
A. Standard/Code
- SNI T - 12 - 2004 Perencanaan Struktur Beton Untuk Jembatan
- SNI T - 02 - 2005 Standard Pembebanan Jembatan
- ACI 318 - 05, Code Requirement for Structural Concrete
B. References
- Soil Investigation Report on Langgam Plant for Kalila
- Preliminary Design of bridge
C. Other Document
- Das, Braja. "Principle of foundation engineering". 1984. PWS-KENT Publising Company
- Bowles, J.E, " Foundation Analysis and Design". 1986. Mc Graw-hill.Inc
- Mac Gregor JG. "Reinforced Concrete Mechanic and Desain". 1997. Pretice Hall.
- Report of Maping tofografi on Langgam Plant for Kalila
1.3 BOX CULVERT CALCULATION
A. BOX CULVERT DATA
Box Culvert Dimention
Width of Total Box L = mm
Height of Box (h + t + h) H = mm
Width of 1(one) Box L1 = mm
Thickness of Floor h1 = mm
Thickness of Wall h2 = mm
Thickness of Slab Found. h3 = mm400
9000
4400
400
400
3000
2 of 21
Wing Wall Dimention
Length of Wing Wall C = mm
Height of Wing Wall d = mm
Thickness of Wing Wall tw = mm
Other Dimension
Thickness of Plate ts = mm
Thickness of Aspal ta = mm
Height of Water th = mm
B. Material Properties
Concrete K - 300
Reinforced Concrete fc' = MPa
Elastic Modulus Ec = MPa
Poisson Number υ =
Shear Modulus G = MPa
Strain Coeficient α = /ϒ C
Steel
Rebar Diameter > 12 mm : U-39
Yield Stress fy = Mpa
Rebar Diameter ≤ 12 mm : U-24
Yield Stress fy = Mpa
Specific Gravity
Concrete Weight Wc = kN/m3
Lean Concrete Weight W'c = kN/m3 (rabat)
Overlay Weight Wa = kN/m3 (soil)
Water Ww = kN/m3
Steel Ws = kN/m3
C. LOADING ANALYSIS
C.1. Selfweight
Ultimate load factor KMS = 1.3
Selfweight load category is a weight of structural material, bridges part and the non-structural element. It's permanently support on bridges
The calculation assumed in 1 (one) meter width (perpindicular on drawing area) as follows :
Selfweight load
Floor plate QMS = h1 x Wc = 10 kN/m
Wall plate PMS = H x h2 x Wc = 44 kN
C.2. Superimposed Dead Load
Ultimate load factor KMA = 2
Superimposed dead load is weight of material including non-structural elemen.
They give a load to bridge and would be changes as bridge life time
0.2
9772.083333
24.9
200
50
50
23453
4000
1500
250
1.E-05
77.00
240
25.00
24.00
20.00
9.80
390
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The superimposed dead load :
1) Overlay thickness in future
2) Water trap due to badly drainage system
NO.
1.
2.
C.3. Traffic Load
Line Load "D" (TD)
Ultimate load factor KTD = 2
The vehicle load as a line load "D" divide to uniformly distributed load (UDL) and knife edge load (KEL)
The discription of load was described as picture 1
The intencity of "UDL" load ( q (kPa) ) would be depend on magnitude of length of traffic length
Picture 2 is describe that condition or as "q" equation
q = 8 kPa for L ≤ 30 m
q = 8 * (0.5 + 15/L)for L > 30 m
Picture 1. Line Load "D"
Picture 2. Uniformly Distributed Load (UDL) Intencity
So, for the section length L1 = 3 m
then q = 8 kPa
KEL p = 24 kN/m
SG (kN/m3)
QMA
Load (kN/m)
1.0020.00
1.49
Water 0.05 9.80 0.49
Overlay thickness 0.05
Description Thickness (m)
4 of 21
A dynamic factor (DLA) = 0.4 , then
q = 8 kN/m
PTD = (1 + DLA) * p = 34 kN
Truck Load (TT)
Ultimate load factor KTT = 2
The live load on bridges floor is double tire by truck (truck load)
load of T1 = 100 kN (middle and rear)
load of T2 = 25 kN (front)
Dynamic load factor DLA = 0.4
So, a truck load to become
PTT1 = (1 + DLA) * T = 140 kN (meddle and rear)
PTT2 = (1 + DLA) * T = 35 kN (front)
C.4. Breaking Load
Ultimate load factor Kww = 2
Breaking and vehicle acceleration should be consider as a load
The load direction along bridge length and giving influence to floor bridge
It's should be calculated 5% due to line load "D" without dynamic load factor
Assume 1(one) m width TB = 5% * (q * L + p) = 2.4 kN
C.5. Active Soil Pressure
Ultimate load factor KTA = 1.25
A soil section behind wall abutmen should be consider due to superimposed load of traffic condition
It's should be equal to thickness of soil around that area, They are 0.6 m, as uniformly distributed load and
same with load of vehicle on that side
Soil Parameter
Compressive soil ws = 17.2 kN/m
Shear angle of soil Ø = 35 derajat
Cohession factor C = 0 kPa
Reduction factor of shear angle KcR = 0.7
So, the calculation should be Ø ' = tan -1 (KcR * tan Ø ) = rad
= o
Coefficient of active soil pressure Ka = tan2 (45o - Ø' / 2) =
0.4557
26.1112
0.3409
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Load of soil pressure are QTA1 = 0.6 * ws * Ka = kN/m
QTA2 = QTA1 + H * ws * Ka = kN/m
C.6. Wind load
Ultimate load factor KEW = 1.25
Superimposed of wind load on horisontal direction applying on bridge floor
The transformation of wind load on vehicle to bridge floor should be follow a equation :
Wind load friction factor Cw = 1.2
Wind speed Vw = 35 m/det
Wind load on vehicle are
Tw = 0.0012*Cw*(Vw)2 = kN/m
The transformation to vertical load on 2.0 m (h) and length of wheel axis are 1.75 m (x)
So, transformation load to bridge floor are
QEW = 0.5*h / x * TEW = kN/m
C.7. Temperature
Ultimate load factor KET = 1.20
The Temperatur should be consider due to stress and deformation
The differences of temperature should be taking a half due to consideration influence condition
on bridge floor
Maximum temperature Tmax = 40 o C
Minimum temperature Tmin = 15 o C
Strain coeficien of concrete α = /ϒ C
Elastic modulus of concrete Ec = MPa
The differences of temperature ▲T = 12.5 o C
C.8. Earthquake load
The main equation are TEQ = Kh * I * Wt
with, Kh = C * S
TEQ = Horisontal load on base (kN)
Kh = Earthquake coeficien
I = Importan factor
Wt = Weight of structure including superimposed of dead load
C = Base shear coeficient for earthquake area, time, and soil condition
S = Structure type factor due to dactility of bridge structure
3.5182
29.3182
1.764
1.008
1.E-05
23453
6 of 21
Time different of structure equation :
T = 2 * π * √ [ Wt / ( g * KP ) ]
with,
g = gravitation acceleration (= 9.8 m/det2)
KP = stiffness of structure
Design parameter of bridge location
Soil condition = sedang
Earthquake mapping = 3
Base shear coeficient = 0.18
Type of structure due to plastic condition
S = 1 * F
with,
F = 1.25 - 0.025 * n and F ≥ 1
where :
F = type of structur factor
n = number of plastic joint due to horisontal deformation
Plastic joint for bridge are n = 3 , then
F = 1.175
S = 1.175
Horisontal load coeficient Kh = C * S
=
Bridge should be serve more than 2.000 unit of vehicle per day
so, the importance factor ( I ) = 1
Earthquake load are TEQ = Kh * I * Wt
where Wt = 1/2 * ( QMS + QMA ) * L + 1/2 * PMS
= kN73.705
0.2115
7 of 21
so, TEQ = Kh * I * Wt
= kN
The dynamic of soil condition due to earthquake load should be consider as dynamic soil pressue (∆KaG)
θ = tan-1 (Kh)
Kh = cos2 ( Ø ' - θ ) / [ cos2 θ * { 1 + √ (sin Ø ' *sin (Ø ' - θ) ) / cos θ } ]
∆KaG = KaG - Ka
Based on last equation, then
H = 4.4 m Ka =
Kh = ws = 17.2 kN/m3
Ø' = rad θ = tan-1 (Kh) =
Dynamic soil pressure
QEQ = Hw * ws * ∆KaG then,
cos2 ( Ø ' - θ ) = [ cos2 θ * { 1 + √ (sin Ø ' *sin (Ø ' - θ) ) / cos θ } ] =
KaG =
∆KaG = KaG - Ka =
Dynamic soil pressure are QEQ = kN/m
C.8. Ultimit load combination
No Description K-1 K-2 K-3 K-4 K-5
Permanent Load
1 (MS) 1.3 1.3 1.3 1.3 1.3
2 (MA) 2 2 2 2 2
3 (TA) 1.25 1.25 1.25 1.25 1.25
Temporary Load
4 (TD) 2 1
5 (TT) 2 1
6 (TB) 2 2 1 1
Environment Load
7 (EW) 1 1 1.2 1.2
8 (ET) 1 1 1.2 1.2
9 (EQ) 1
10 (EQ) 1
C.8. Structure Analyze
To determine a structure behaviour use a computer program SAP 2000
with Frame-2D model for axial force, moment and shear force
The input and result of SAP 2000 should be as picture below :
0.340909136
30.00840201
0.94008 1.274813
15.589
0.2115
0.45573
0.39651694
0.737426076
0.20843
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C.8.1. Loading input
Selfweight (MS)
Superimposed dead load (MA)
Active soil pressure (TA)
9 of 21
Line load (TD)
Truck load (TT)
Breaking load (TB)
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Wind load (EW)
Static eartquake and soil dynamic pressure (EQ)
C.8.2. Output Element Force
Load Combination - 1
Axial Force
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Shear Force
Ultimate Moment
Load Combination - 2
Axial Force
12 of 21
Shear Force
Ultimate Moment
Load Combination - 3
Axial
13 of 21
Ultimate Moment
Shear Force
Load Combination - 4
Axial
14 of 21
Ultimate Moment
Shear Force
Load Combination - 5
Axial
15 of 21
Ultimate Moment
Shear Force
C.8.3. Ultimate Force
Acting on floor slab
Ultimate Moment Mul = 154.1 kNm
Mut = 173.2 kNm
Shear Force Vu = 211.4 kN
Acting on wall
Axial force Pu = 531.5 kN
Ultimate Moment Mul = 79.77 kNm
Mut = 14.95 kNm
Shear Force Vu = 54.02 kN
Support Reaction
No Joint Max
kN
1 1 324
2 3 531
3 5 492
4 7 326
kNkN kN kN kN
386
182
161
202
200
169
Komb-5
324
492
492
273
530
386
324
492
492
Komb-1 Komb-2 Komb-3 Komb-4
326 182 326
273
531
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C.8.4. Floor slab calculation
Flexural Negative Concrete Area
Negative Moment Mu = kNm
Concrete quality Compressive f'c = Mpa
Steel quality Yield Stress fy = Mpa
Thickness of concrete slab h = mm
length of rebar due to concrete side d' = mm
Steel elastic modelus, Es Es = Mpa
concrete stress distribution factor β1 =
ρb = β1*0.85*fc'/fy*600/(600+fy) =
Rmax = 0.75*ρb*fy*{1-0.5*0.75*ρb*fy/(0.85*fc')} =
reduction factor φ =
Ultimate Moment Mu = kNm
Effective thickness of concrete slab d = h - d' = mm
Assume 1 (one) m b = mm
Nominal Moment Mn = Mu / φ = kNm
Moment factor Rn = Mn*106 / (b * d2) =
Rn < Rmax (Oke)
Rebar ratio
ρ = 0.85*fc'/fy * {1-√(1-2*Rn/(0.85*fc')} =
Minimum rebar ratio ρmin = 25%(1.4/fy) =
Use of rebar ratio ρ =
Rebar area As = ρ * b * d = mm2
Use of rebar diameter D-19 mm
Length of rebar S = π / 4 * D2 * b / As = 178.9 150
Rebar final dimension (main rebar)
As = 1889 mm2 Oke
shrink or divide rebar should be 50% of main rebar
As' = 50% * As = 944.6
Use of rebar diameter 13 mm
Length of rebar S' = π / 4 * D2 * b / As' = 140.4 150
Rebar final dimension (main rebar)
As' = 884.4 mm2 Ok
Flexural Positive Concrete Area
Momen rencana tumpuan Mu = kNm
Concrete quality Kuat tekan beton, f'c = Mpa
Steel quality Tegangan leleh baja, fy = Mpa
Thickness of concrete slab h = mm
length of rebar due to concrete side d' = mm
Steel elastic modelus, Es Es = Mpa
concrete stress distribution factor β1 =
ρb = β1*0.85*fc'/fy*600/(600+fy) =
Rmax = 0.75*ρb*fy*{1-0.5*0.75*ρb*fy/(0.85*fc')} = 6.598
0.028
154.1
24.9
390
400
2E+05
0.85
6.598
0.8
1000
1.625
173.2
24.9
390
400
35
2E+05
173.20
365
35
D-13
0.0043
0.0009
0.0043
1584.253
19
D19 - 150
216.5
D13-125
0.85
0.028
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reduction factor φ =
Ultimate Moment Mu = kNm
Effective thickness of concrete slab d = h - d' = mm
Assume 1 (one) m b = mm
Nominal Moment Mn = Mu / φ = kNm
Moment factor Rn = Mn*106 / (b * d2) =
Rn < Rmax (Oke)
Rebar ratio
ρ = 0.85*fc'/fy * {1-√(1-2*Rn/(0.85*fc')} =
Minimum rebar ratio ρmin = 25%(1.4/fy) =
Use of rebar ratio ρ =
Rebar area As = ρ * b * d = mm2
Use of rebar diameter D-19 mm
Length of rebar S = π / 4 * D2 * b / As = 202.1 150
Rebar final dimension (main rebar)
As = 1889 mm2 Oke
shrink or divide rebar should be 50% of main rebar
As' = 50% * As = 944.6
Use of rebar diameter 13 mm
Length of rebar S' = π / 4 * D2 * b / As' = 140.4 125
Rebar final dimension (main rebar)
As' = 1061 mm2 Ok
Shear Area
Shear Force Vu = kN
Compressive Concrete fc' = Mpa
Tebal efektif slab beton, d = mm
Ditinjau slab selebar, b = mm
Vc = (√ fc') / 6 * b * d *10-3 = kN
Reduction factor φ =
φ * Vc = kN
φVc > Vu Need a minimum shear bar
Shear force for rebar
71.985 kN Vs = Vu / 2 = kN
Use of rebar diameter D- mm
Length shear bar on y axis Sy = mm
Rebar area Asv = π/4 * D2 * (b / Sy) = mm2
Length of rebar Sx = Asv * fy * d / ( Vs *103 ) =
Rebar final dimension (main rebar) D-
Jarak arah x, Sx = mm
Jarak arah y, Sy = mm600
221.108
326.37
13
300
249.499
105.685
13
600
211.37
24.9
400
1000
332.666
0.75
D19 - 150
D-13
0.0009
0.0038
1402.477
19
192.575
1.445
0.0038
0.8
154.06
365
1000
D13-125
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Control of Pons Shear
Conc. Quality K - 300 Compressive f'c = Mpa
Requirement of pons shear fv = 0.3 * √fc' Mpa
Reduction factor φ =
Wheel load on slab PTT = kN
= N
Thickness of slab a = m
h = m
ta = m
b = m
u = a + 2 * ta + h = 0.9 m = mm
v = b + 2 * ta + h = 1.1 m = mm
Width effective d = mm
Shear area Av = 2 * (u + h) * d = mm2
Nominal of shear force Pn = Av * fv = N
φ * Pn = N
Ultimate factor KTT =
Wheel load ultimate on slab Pu = KTT * PTT = N
φ * Pn Oke
C.8.4. Wall rebar calculation
Flexural Axial rebar
Axial ultimate force Pu = kN
Ultimit moment Mu = kNm
Conc. Quality K - 300 Compressive fc' = Mpa
Assume 1 (one) m b = mm
Thickness of wall h = mm
length of rebar due to concrete side d' = mm
h' = h - 2*d' = 300 mm h'/h =
Ag = b * h = mm2
α = Pu / (fc'.Ag) =
24.9
1.50
0.6
140
140000
0.3
0.4
0.1
0.5
900
1100
365.000
949000
1420650.147
852390.0884
2.0
280000
<
531.52
79.77
24.90
1000
400
50
0.75
400000
0.053
19 of 21
β = Mu / ( fc'.Ag.h ) =
Plot α dan β value into P-M interaction diagram
Rebar ratio ρ =
Rebar area needed As = ρ * b * h = mm2
Use of rebar diameter D = mm
Compressive area same with stress area
As (tekan) = As (tarik) = 1/2 * As = mm2
Length of rebar s = π/4*D2*b /(1/2*As) = mm
Used Dia. Length
Possitive rebar 22 - 175
Negative rebar 22 - 175
α = 0.053
β = 0.020
C.8.4. Foundation calculation
Soil Capacity
Width of base box culert found., L = 5.50 m L = 9 m
Depth of box culvert found., Z = 1.00 m Z = 1 m
Weight of soil volume, ws = 18.4 kN/m3 ws = 18.4 kN/m3
Shear angle of soil, � = 5.5 ° φ = 5.5
Layer
1
1
0.020
189.97
1.0%
4000
22
2000
20 of 21
Cohession, C = 0.012 kg/cm2 C = 0.18 kg/cm2
Based on Meyerhoff (Sondir Data)
Soil capacity qa = qc / 50 * [ ( L + 0.30 ) / L ]2
qc = konus value in Z depth, 3 kg/cm2 qc = kg/cm2
L = Width of foundation, L = m
qa = qc / 50 * [ ( L + 0.30 ) / L ]2 = kg/cm2
qa = kN/m2
Based on Bowles (SPT)
Soil capacity, qa = 12.5 * N * [ (L + 0.3) / L ] * Kd
and Kd = 1 + 0.33 * Z / L ≤
N = SPT value based on examination, 12 hit/30 cm N = hit/30 cm
L = Width of foundation, L = m
Z = Depth of foundation, Z = m
Kd = 1 + 0.33 * Z / L = ≤ 1.33 Oke
Takel, Kd =
qa = 12.5 * N * [ (L + 0.3) / L ] * Kd = kN/m2
Rekapitulation of soil capacity
No Description
1 Test of Sondir (Meyerhoff) kN/m2
2 Test of SPT (Bowles) kN/m2
Minimum soil capacity, qa = kN/m2
Nominal soil capacity qa = kN/m2
Reduction factor, φ =
Soil capacity φ * qa = kN/m2
Controlling of soil capacity
Assume base width as b = m
Box culvert length L = m
Reaction force on support P1 = kN
P2 = kN
P3 = kN
P4 = kN
Ultimit load on base Pu = P1 + P2 +P3 + P4 = kN
Base foundation area, A = L * b = m2
Ultimit stress on base foundation Qu = Pu / A = kN/m2
Because of calculation result, the soil capacity can't serve working load
to support box culvert bridge
Pile support calculation
Pile material : PC Square Pile
Pile Size : 250 . 250
Pile length : 20 m
Allawable Capasity shall be describe as follow:
492
326
Not Safe
92.944
324
531
6.407
26.781
6.407
6.407
1673
18
0.65
4.164333333
2
9
1.037
1.037
26.781
qa
1.33
2
9
1
9
0.064
6.407
kN/m2
3
kg/cm2
21 of 21
Condition Q Lat
Kn
Permanen 16
Temporary 19.2
Number of Pile
Control pile individual capasity by upper structure load
compression load P tot 1673 kN
Number of Pile n 42 Pcs
Load on pile actual Psingle = P tot/n 39.833 Kn
Capasity one pile 181 kn
P single < P pile capacity Oke
217
61.85
74.22
Q Comp Q Tens
Kn Kn
181