Perhitungan Box Culvert English

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

3 of 21

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

5 of 21

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

11 of 21

Shear Force

Ultimate Moment


Axial Force

12 of 21

Shear Force

Ultimate Moment


Axial

13 of 21

Ultimate Moment

Shear Force


Axial

14 of 21

Ultimate Moment

Shear Force


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


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


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

17 of 21

reduction factor φ =

Ultimate Moment Mu = kNm

Effective thickness of concrete slab d = h - d' = 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


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


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

18 of 21

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


Thickness of wall h = 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

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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

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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

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