Design of Bridge Structures for Final

7/28/2019 Design of Bridge Structures for Final

1/81

1

Islamic Republic of Afghanistan

Higher Education Ministry

Herat University

Civil Engineering Faculty

Subject : Concrete Building Project

Submitted to : Eng.Sarajodin

Submitted by : Obaidullah ID#995

Date : 10.12.2008


2/81

2

(TABLE OF CONTENTS)

(BRIDGE ANALYSIS AND LOADING) ...................................................................................5

TYPE OF LOADING:.............................................................................................................. 5Calculation of dead load:................................................................................................ 5

Calculation of Live Load:................................................................................................ 7

Impact value of vehicle: .................................................................................................. 8

Loading of corridor or walk way: ................................................................................... 8

Force for pick up the deck of bridge: .............................................................................. 9

Force for floating:........................................................................................................... 9

Influence of Break load:.................................................................................................. 9

Influence of Wind load:................................................................................................... 9

1. Force of wind act on the deck of bridge................................................................ 9

Exerted load on bridge Piers: ....................................................................................... 10

Forces of wind pressure under passage:....................................................................... 10

Loads according the water flow and ice pressure: ....................................................... 10

Lateral Soil Pressure: ................................................................................................... 11Earthquake force:.......................................................................................................... 11

Hydrodynamic Pressure in Earthquake Time:.............................................................. 11

Hydrodynamic force in edge pier:................................................................................. 11

1. Hydrodynamic force in middle pier .................................................................... 11

(HYDRAULIC ANALYSIS) .........................................................................................................13

(DECK DESIGN).............................................................................................................................15

CALCULATION DEAD LOAD OF SLAB: .............................................................................. 15

DESIGN OF MAIN REINFORCEMENT USE LIMIT STATE DESIGN METHOD:...................... 15

DESIGN OF DISTRIBUTED REINFORCEMENT:................................................................... 17DESIGN OF CANTILEVER SIDE WALK:.............................................................................. 17

(BEAM DESIGN)............................................................................................................................20

INTERIOR BEAM DESIGN: ................................................................................................. 20

DISTRIBUTION OF LIVE LOADS USE CORBAN METHOD: ................................................. 21

SKETCHING OF SHEAR AND MOMENT INFLUENCE LINE FOR 2M OF SPAN:.................. 23

MAXIMUM FLEXURE MOMENT AND SHEAR FORCE:........................................................ 27

Effect of shear force and Maximum Moment at the support:....................................... 27

Effect of shear force and Maximum Moment at the1/4Ln:............................................ 28

Effect of shear force and Maximum Moment at the1/2Ln:............................................ 29

DISTRIBUTION OF LOADS ON BEAMS: .......................................................................... 32INTERNAL FORCE OF EDGE BEAM: ................................................................................ 33Dead Load:.................................................................................................................... 33

Live load:....................................................................................................................... 33

DESIGN FOR FLEXURE: ..................................................................................................... 34Determination of permanent deflection: ...............................................................................39

DESIGN FOR FLEXURE:................................................................................................... 40

CAMBER OF THE FORM:.................................................................................................. 44Determination of permanent deflection: ...............................................................................45

(DESIGN OF ABUTMENT) .......................................................................................................46

CALCULATING OF LOADS ON ABUTMENT: .................................................................... 46Reaction due to Dead load of deck: .............................................................................. 46

Reaction due to live load:.............................................................................................. 46


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3

Reaction due to Impact value:....................................................................................... 47

Lateral pressure of soil: ................................................................................................ 47

Break load:.................................................................................................................... 48

Effective of variable temperature:................................................................................. 48

Force due to wind load: ................................................................................................ 48

Earthquake Load:.......................................................................................................... 49

CALCULATING OF MOMENTS ON ABUTMENT: ................................................................ 50

COMBINATION OF LOADS: ................................................................................................ 52

REINFORCEMENT CALCULATION: ................................................................................... 55

Design of Stem: ............................................................................................................. 55

Design of Toe: ............................................................................................................... 56

Design of Heel:.............................................................................................................. 57Design of fore wall reinforcement: ............................................................................. 57

(DESIGN OF PIERS) ....................................................................................................................59

DESIGN OF PIER CAP: ....................................................................................................... 59

DESIGN OF SHEAR AND FLEXURE MOMENT REINFORCEMENT: ................................... 62

DESIGN OF PIER: ............................................................................................................... 64Design of a pier for the Second group of loading:........................................................ 68

Spiral Design: ............................................................................................................... 69

(DESIGN OF ELASTOMERIC BEARING PAD) ...............................................................72

CALCULATION THICKNESS OF ELASTOMER BEARING PAD: ......................................... 72

CALCULATION AREA OF ELASTOMER BEARING PAD: ................................................... 72

CALCULATION OF SHAPE FACTOR: ................................................................................. 73

CALCULATION OF COMPRESSION TRANSFORMATION:.................................................. 73

CHECKING OF RELATION BETWEEN DL AND TEMPERATURE DEFORMATION: ........... 73

CHECKING OF SLIDING:.................................................................................................... 73

CALCULATION OF FORCE ON PIER DUE TO TEMPERATURE: ......................................... 73

CHECKING THE SUFFICIENCY OF ELASTOMERIC BEARING PAD FOR TURNING OFSUPPORT: ........................................................................................................................... 74

(DESIGN OF CAISSON FOUNDATION) .............................................................................75

CALCULATION DIMENSION OF CAISSON FOUNDATION: ................................................ 75

Calculation diameter of Caisson:.................................................................................. 75

Calculation diameter bottom of Caisson: ..................................................................... 76

Calculation thickness bottom of Caisson: ..................................................................... 76

Checking for shear:...................................................................................................... 76

Checking for Floating: ................................................................................................. 77

MIX DESIGN: .................................................................................................................................77

RENFERNCES: .................................................................................................................... 75


4/81

4

(Plane of the Site)

WASHBED

ROAD

CONSTRUCTIONSITE

EXISTINGSITE

RESIDINTIALAREA

(Plan of the Site)


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Project Design Project Created by Obaidullah (Ahmadzay) ID#995

5

(Bridge Analysis and Loading)

Type of loading:

1.Vertical Loading.2.Horizontal Loading. Vertical Loading:

Calculation of dead load:

(Specific gravity of some Material)

No Type ofmaterial

Specific gravity(Ton/m

3)

Type ofmaterial

Specific gravity(Ton/m

3)

1 Steel 7.85 Macadam 2.24

2 Concrete 2.4-2.5 Stone 2.72

3 Gravel and sand 1.92 Asphalt 2.2

4 Cast Iron 7.21 Wood 0.8

5 Aluminum 2.8 Silt 1.6

Bridge Elevation


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1.Calculation dead load of Deck at the 1m of length:

40cm

7.91Ton/mW

5.5Ton/m2.50.41.15W

NegligibleW

m0.5775Ton/2.40.8750.275W

0.528Ton/m2.40.80.275W

1.76Ton/m2.280.1W5.04Ton/m2.59.60.22W

Total

Beam

RailingSteel

RailingR.C.C

WalkSide

Asphalt

slab

=

==

=

==

==

====

2.Calculation dead load of Piers:35 800cm

40

80

70

310 10

450

150

450

160


7/81


7

26.2Ton

2.51.520.350.40.681.820.683.12

10.428W

CapPier

=

+++=

9.05Ton4.52.5(1.6)4

W 2

Pier==

35.25Ton26.29.05WTotal

=+=

Calculation of Live Load:

Three kinds of live load are taken in bridge loading.

1.Truck Load:It is in two kinds:

H Hs

System of H loading is one double axis truck and Hs System is one

double axis tractor with one carrying load behind its.

I used Hs system for loading of bridge in my project.3.625Ton 14.5Ton 14.5Ton

4.25m (4.25-9.15)m

Truck Load Hs20-44

2.Equivalent Linear Load:8.2Ton For Moment

11.8Ton For Shear

3.Tank Load:In this loading 70Ton load above two chains with 3.51dimension is take in to computation. In each lane of bridge just

consider one tank and along the bridge length distance between

two tanks at least should be consider 30m.


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Note: By putting this loading on influence line diagram we can find the

maximum moment and shear, and then use the most critical situation in

the calculation from all three kinds of loading just the most critical

situation is used in designing of members.

3.5m

Tank Load

20Ton/m

Some of loading rules:

1. Transverse of loading line should be 3m.2. In continuous and sample beams for finding shear and moment we

should consider one truck.3. Each Ton in American standard is equal to 908Kg.4. In process of slab designing we should consider that the control

axes of wheels are in a distance of 0.3m from the face of site walk.5. If the bridge was dual way we should take one truck in each way

for computation, for example if the bridge was both way we will

take two truck for computation.

Impact value of vehicle:

Its amount is determined by AASHTO classification which is:

spanitsoflenghtVaribleL

ValueImpactI

0.338L

15I

=

=

+

=

L is equal to the length of span to determine the maximum moment

of shear force for loading. For the following aim is impact should

be used.

1. Carriage way of bridge with its pier up to foundation.2. That part of pile foundation which is on the ground level.

For the other part of bridge we dont take to account the influence

of impact.

Loading of corridor or walk way:

In two cases we can do its loading:

1. If it is impossible that the vehicle tire pass from the walkway its live load influence on the part of analyze like slab,

column and the haven which walk way be directly influence

of that is equal to 415Kg/m2.


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9

2. If it is possible that the vehicle tire pass from the walk wayits live load is equal to 5Ton concentrated load which is in a

critical condition.

Influence of walk way load on the main longitudinal beam and pier

is as fallow:

a.Span from 0-7.5m 415 Kg/m2b.Span from 7.5-30m 300 Kg/m2c.Span greater than 30m P=5(30+900/L)(16.5-W)/15< 300 Kg/m2W = Width of walk way by m.

L = length of walk way which will be under loading.

Force for pick up the deck of bridge:

This loading can be use for the bridge that has continuous span.

This can be loading in two cases.

a. 100% of picking up force is composed of live load withdouble impact.

b. 150% of picking up force is computed as structure nutswhich are in tension.

Force for floating:

This force is take in to account for big bridge that its amount is for

design of foundation equal to 40% of allowable force for design.

3.Lateral Loading:Influence of Break load:

The horizontal force of break is equal to 5% of distributed load

which is along the length of bridge with movable flexure load

without influence of impact.

Influence of Wind load:Force of wind act vertically and horizontally on air trap of bridge.

In three cases we can do its loading:

1.Force of wind act on the deck of bridge:Pressure of wind act on air trap is as follow:

a. For truss bridge 350 Kg/m2b. For bridge which has beam and main beam 250 Kg/m2

Additional to above force a uniform distributed load 150 Kg/m2

is takenfor vehicle which influence on 1.8m height above the deck of bridge.


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Exerted load on bridge Piers:

a.Transmitted load over bridge passage:According to the wind flow angle the amount of load is given in

the table of text book, and this load is exerted from a height of

1.8m over the surface of rout. Approximated amounts areconsidered for the bridges in which the span is less than 38m long.

Transmitted load on piers via wind load over passage:Transversal load is250 Kg/m2 a long the BridgeLongitudinal load is60 Kg/m2 a long the Bridge

Transmitted load over piers via vehicle:Transversal load is150 Kg/m2 a long the BridgeLongitudinal load is60 Kg/m2 a long the Bridge

b.Forces which directly exerted on the bridge piers:Longitudinal and transversal forces which are exerted directly over

the bridge piers, and is computed according an equivalent pressureequal to 200 Kg/m

2the pressure should be considered in all support

views and it is exerted to the center of air rapt bridge.

Forces of wind pressure under passage:

In addition the two previous loads the up force is exerted on of

width of bridge on air rapt. The amount of this load is 100Kg/m2.

b/4

F

Directionof Wind

Loads according the water flow and ice pressure:

Ice pressure is equal to 30Kg/m2

and pressure according water flow

on pier is:

0.67)circular(forpierofshapetoduetCoefficienK

(m/sec)VelocityV

Kg/mP

55KVP2

2

==

=

=

=


11/81


11

Lateral Soil Pressure:

This pressure exists at the supports of bridge and retaining wall

which design can endure the liquid pressure equal to 480Kg/m2.

Earthquake force:The amount of earthquake force is determined from bellow

formula:

1FframeofCoeficientF

1cmh

3EIP

pieroftopat theappliedwhichloadConcentredP

pierselectedofquotaLoadDeadW

C.F.WE

3

Q

==

==

=

=

=

Hydrodynamic Pressure in Earthquake Time:

If the edge and middle columns of bridge was inside water thehydrodynamic pressure of water should be consider in earthquake

time.

Hydrodynamic force in edge pier:

Its amount is equal to:

bridge.ofdecktheaboveisinfluencewhicforceofHeigthhg

pier.edgeofDiameterb

water.ofDepthh

)(Ton/mgravitySpecificW

.earthquakehorizontaltofCoefficienK

columns.edgeinforceicHydrodynamP

h2

1h

bhWK127P

3

h

g

2h

=

=

=

=

=

=

=

=

1.Hydrodynamic force in middle pier:Its amount is equal to:

3.1hb2bhWK

83P

2h

bfor

4h

b1bhWK

4

3P

2h

2

h


12/81


12

columns.edgeinforceicHydrodynamP

h2

1hg

h

b3.1bhWK

6

7P 2

h

=

=


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13

(Hydraulic Analysis)

( )

222

2

1/6

50

1/6

50

1/22/3

408.4m0.90.92406.2P

366.4m0.9406.24082

1A

0.017521.1

1000

2.5

n

2.5mmd

21.1

dn

0.000641500

915.12916.08S

SAR

n

1Q

=++=

=+=

=

=

=

=

=

=

=

/m.sec8.3m89

738

B

Qq

89m7383.26BQ3.26B

/sec738m492.271.5Q

0.896m408.75

366.4

P

AR

3

3

===

===

=

===

0.50.6780.99.81

2.014F

2.014m/sec366.4

738

A

QV

gy

VF

>=

=

===

=

Use AASHTO Classifications we determine the yave with below formula:

6.52m4.341.5y1.5y

4.34m1000

2.58.30.38y

dq0.38y

avemax

0.17

0.67

ave

0.17

50

0.67

ave

===

=

=

=


14/81


14

160cm

450cm

W.L at Time of Flood

Normall Depth

Normaal River Bed

River Bed at Time of Flood

Ymax

ds

D?(Y+ds)/3

General Scouring depth ymax = 6.52m.

Use AASHTO Classifications we determine the dS with below formula:

( )

( ) ( )( ) ( )

3.585mdSo

3.585m1.66.521.11d3.48m1.62.0141.59d

d,dofalueGreatest vd

by1.11d

bV1.59d

S

0.50.5

S2

0.670.67

S1

S2S1S

0.50.5

S2

0.670.67

S1

=

====

=

=

=

Local Scouring depth = 3.585m.

3.368m3

3.5856.52

3

dsyFoundationofDepth =

+=

+


15/81


15

(Deck design)Number of main beams = 5Width of deck without side walk = 8.6mClear distance between two piers = 16mfc = 21MPa fy = 360MPaThickness of slab = 22cm

22

42 5

20

20180 180

5.625

130

11 0

27.5

40

Calculation Dead load of slab:

Weight of concrete = 0.222.5 = 0.55 Ton/m2

Weight of 10cm asphalt = 0.12.2 = 0.22 Ton/m2

Total dead load = 0.77 Ton/m2

/m2.113Ton.m0.42991.4330.25MomentTotal

Ton.m/m0.42991.4330.3(LL)

0.3M(IL)

M

/m1.433Ton.m7.2516

11.81.640.8P

16

11.64S0.8

(LL)M

m0.25Ton.m/10

21.80.77

10

2WL(DL)

M

=++=

===

=+=+=

===

Designs of main reinforcement use limit state design method:

21.4384

1800

fc

fsr

assumewe10Ec

Esn

284Kg/cm2100.4cf0.4fc

21800Kg/cm36000.50.5fyfs

===

==

===

===


16/81


16

0.8940.318/31k/31J

0.31821.4310

10

rn

nk

===

=+

=+

=

O.Ksit'so22cm17.3cm3113.3slabthicknessTotal

1cmentreinforcemofRadius

3cmClearcover

13.3cm1000.8940.31884

5

102.1132fcKJb2Md

=++=

=

=

= ==

c-c16mm@25cmuseSo

O.Ksit'So27.3cm28.04cm25

2.01100As

25X1002.01

S(cm))2As(cm

cc25cm27.5cm7.3

1002.04S

X7.3

1002.01

S(cm))2As(cmbars16mmuse

/m27.3cm/m27.295cm180.8941800

5102.113As

18cm4-224cm-hd0.894JfsJd

MAs

==

==

= =

=====


17/81


17

Design of distributed reinforcement:

X4.891

1001.54

S(cm))2As(cm

/m21.54cmAsbars14mmuse

/m24.891cm7.30.67As

67%useweso67%89%1.8

120

67%S

120D.Rof%

=

==

==

=

c-c14mm@30cmuseSo


1.54100As

30X

1001.54

S(cm))2As(cm

cc30cm31.5cm4.891

1001.54S

=

=

=

=

Design of Cantilever side walk:

/m7.295Ton.m1.294.30.5830.4620.66MomentTotal

Ton.m/m29.13.43.0(LL)

0.3MImpacttodueMoment

4.3Ton.m/m7.252.163

1.275M

2.1631.1431.2750.8E

on trafficalbar virtecmain1.143for0.8XE

XE

P

MTruckofLoadtodueMoment

/m0.583Ton.m1.275)/32.51

1.2750.2(1/21.275)/212.51.275(0.22weightSlabtodueMoment

/m0.462Ton.m0.8750.528walkSidetodueMoment

m0.66Ton.m/1.13750.58railingR.C.CtodueMoment

=++++=

===

==

=+=+=

=

=+=

====


18/81


18

X11.93

1002.01

S(cm))2As(cm

/m22.01cmAsbars16mmuse

/m211.93cm380.8941800

5107.295

fsJd

MAs

O.Ksit'So42cm28.72cm1324.7213dmin

h

24.72cm1000.8940.31884

5107.2952

fcKJb

2M

mind

=

=

==

=++=++=

=

==

c-c16mm@15cmuseSo


2.01100As

15X

1002.01

S(cm))2As(cm

cc15cm16.85cm11.93

1002.01

S

=

=

=

=

?

8 ? 12 @ 200 ?16

275

SECTION A(W/STEEL RAILING)3

800

350

S=1%

S=1.5%

? 12@ 200+? 12@200(ALTERNATELY PLACED

10? 12 LONGITUDNAL BARS

(Section for Design of Side Walk)


19/81


19

(Slab Detail Reinforcement)


20/81


20

(Beam Design)

Interior Beam Design:

1.3m1.161m18

3)(161.118

3)(L1.1min

h =+=+=

Effective of dead load due to concrete slab, beam and asphalt:2.5Ton/m2.466Ton/m0.1)2.2(1.80.22)1.80.42.5(1.08w =++=

1.Determination of Reactions at supports:2.5Ton/m

RA RB

16m

0oM

20Ton2

162.5

2

wLnRBRA

=

====

2.Determination of Reactions at 1/4Ln:2 . 5 T o n / m

R A = 2 0 T o n

V M o

4 m

60Ton.moM

0oM4/242.5420

0)oM

10TonV

042.5V20

0Fy

=

=++

=+

=

=

=+


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21

3.Determination of Reactions at mid span:2.5Ton/m

RA=20Ton

V M o

8m

80Ton.mo

M

0o

M/2282.5820

0)oM

0V

0V82.520

0Fy

=

=++

=+

=

=

=+

Effective of Live Load and Impact Load:1.28w0.28)w(1I.LL.LLoadLiveTotal

0.283816

150.3

38L

15I.L

=+=+=

=+

+

=

Distribution of Live loads use Corban method:1. Truck Load:

The maximum moment due to truck load obtain, when the center of

beam place between the R1 and R2.

0.97W1.8753.6)23.6221.8I(2

I1

5

4W

ex

I2

x

I1

5

W

1R

1.875mX/2e

3.75mX0X16.3134.251.8137.259.5

0)oM

=

++=

+=

==

==+

=+


22/81


22

W8.01.8750)23.6221.8I(2

I1

5

4W

ex

I2

x

I1

5

W

3R

W88.01.8758.1)23.6221.8I(2

I15

4W

ex

I2

x

I1

5

W

2R

=

++=

+=

=

++=

+=

7.424Ton0.814.5/21.28back wheelfrom3

beamofPortion

1.856Ton0.83.6251.28lfront wheefrom3

beamofPortion

8.2Ton0.8814.5/21.28back wheelfrom2

beamofPortion

2.04Ton0.883.625/21.28=lfront wheefrom2

beamofPortion

==

==

==

=

2.Equivalent Linear Load:Maximum flexure moment due to the equivalent linear load obtain,

when the concentrate load is place at the center of beam.

Distribution of Live loads uses AASHTO Standards:

7.4Ton11.80.491.28ShearforloadeConcentratthefrom2

beamofPortion

5.14Ton.m8.20.491.28FlexureforloadeConcentratthefrom2

beamofPortion

0.6Ton/m0.950.491.28

0.49WW1.83

1.82

1W1.83

S2

1loadlinearequivalentthefrom2

beamofPortion

==

====

===


23/81


23

Sketching of Shear and Moment Influence Line for 2m of Span:

1. Sketching of Shear Influence Line for 2m of Span:

0 2 4 6 8 10 12 14 16

Influence Line ForRL

Influence Line For 2m





Sketching of Shear Influence Line for 2m of Span

1

0.875

0.125

0.75

0.25

0.625

0.375

0.5

0.5



Influence Line For RR

0.25

0.75

0.125

0.875

1

0.375

0.625

(Sketching of Influence Line)


24/81


24

2. Sketching of Moment Influence Line for 2m of Span:

0 2 4 6 81

012

14

16







Sketching of Moment Influence Line for 2m of Span

1.75


3

3.75

4

3.75

3

1.75

(Sketching of Influence Line)


25/81


25

Procedure for Calculation of Shear and Moment Influence Line:

I show the calculation of the first 2m span, and the other shear and

moment influence line is the same.

0 2 4 6 81

012

14

16

x

1

RA RB

( )

16X0ForL

XL1

BR

0L

XL1

BR

0Fy

16X0ForL

XL

AR

0XL1LA

R

0)MB

=

=

+

=+

=

=+

=+

1.Shear Influence Line for X=2m:0

x

1

R A = ( L - X ) / L

M o

V

( )

( )

125.01

16

216

2

V

00

V

:Ivalveting

2mX0For1L

XL

LV

0V1L

XL

0Fy

=

=

=

=

=

=+


26/81


26

( )

( )0

16

1616

16V

875.016

216

2V

:Ivalveting

m61X2mForL

XLRV

0R

VL

XL

0Fy

=

=

=

=

=

=

=+

Sketching of Diagram:Shear Influence Line For 2m

0.875

0.1252.Moment Influence Line for X=2m:

0x

1

R A = ( L - X ) / L

M o

V

( )( )

( )( )

( )

( )( ) 1.752-212

16

216

0M

00

M

:Ivalveting

2mX0For2-X12L

XL

LxM

0X212L

XL

xM

0)O

M

=+

=

=

+

=

=+

=+


27/81


27

( )

( )

( )

( )02

16

6116

16M

75.12

M

:Ivalveting

m61X2mFor2L

XLRx

M

02L

XL

xM

0)O

M

=

=

=

=

=

=+

Sketching of Diagram:

Moment Influence Line For 2m

1.75

Maximum flexure moment and shear force:Effect of shear force and Maximum Moment at the support:

1

7.4Ton

0.6Ton/m

Truck Load Hs20-44

Critical Situation due to Linear

Load for Shear at the Support

Critical Situation due to Truck

Load For Shear at the Support

9.28Ton 8.2Ton 2.04Ton

4.25m 4.25m

Shear force due to truck load:

0max

M

16.3Ton16

7.512.04

16

11.7518.219.28

truckV

9.28Ton7.251.28toequalbemustloadfirststandard,AASHTOtoDue

=

=++=

==


28/81


29/81


29

Shear force and Maximum Moment due to Equivalent linear load:0.75

0.25

7.4Ton

0.6Ton/m


Load For Positive Shear at 14Ln

7.4Ton

0.6Ton/m Critical Situation due to LinearLoad For Negative Shear at 14Ln

3

5.14Ton

0.6Ton/mCritical Situation due toLinear Load For Moment

Ton.m82.92314.50.6312210.634

21maxM

2.15Ton0.257.40.640.252

1

LinearVNegative

8.25Ton0.757.40.6120.752

1

LinearVPositive

=++=

==

=+=

Effect of shear force and Maximum Moment at the1/2Ln:

Shear force and Maximum Flexure Moment due to truck load:

54.1Ton.m8

43.752.0448.28

43.759.28maxM

-6.56Ton8

0.53.758.2-9.280.5

truckVNegative

6.56Ton8

0.53.758.20.59.28

truckVPositive

=++=

=

=

=+=


30/81


30

T r u ck L o a d H s 20-44


9 .28 To n 8 .2 T on 2 .0 4T on

4 .2 5m 4 .2 5m


0 .5

0 .5

4

9 .28 To n 8 .2 T on

4 .25m

8 .2T on 9 .2 8T o n

4 .25m

Shear force and Maximum Moment due to Equivalent linear load:

39.76Ton.m45.140.6482

10.648

2

1

maxM

4.71Ton0.57.40.680.52

1

LinearVNegative

4.71Ton0.57.40.680.521

LinearVPositive

=++=

==

=+=

0.5

0.5

7.4Ton

0.6Ton/m


Load For Positive Shear at 14Ln


Load For Negative Shear at 14Ln

7.4Ton

0.6Ton/m


31/81


31

5.14Ton

0.6Ton/m

Critical Situation due toLinear Load For Moment

4

Position LoadsPositive

Shear(Ton)

Negative

Shear(Ton)

Max.Flexure

Moment (Ton.m)

Truck 16.3 ------ 0

Support EquivalentLinear

12.2 ------ 0

Truck 11.4 -2.32 45.51

1/4LnEquivalent

Linear8.25 -2.15 29.82

Truck 6.56 -6.56 54.1

1/2LnEquivalent

Linear4.71 -4.71 39.76

Maximum flexure moment and shear force obtain from truck load, so we

design edge beam from truck load.


32/81


32

Distribution of Loads on beams:Distribution of truck load on beams due to Corban method:

W26.05.28.1)23.62I(1.8

I1

5

4W

ex

I2

x

I1

5

W

2R

0.31W5.23.6)23.62I(1.8

I1

5

4W

exI2

x

I15W1R

=+

+=

+=

=+

+=

+=

W2.05.20)23.62I(1.8

I1

5

4W

ex

I2

x

I1

5

W3

R

=+

+=

+=

Use table of AASHTO we determine maximum shear and Flexure

moment due to truck load:

12.46Ton62.30.2Beam3formaxV

49.88Ton.m249.380.2Beam3formaxM

16.2Ton62.30.26Beam2formaxV

64.84Ton.m249.380.26Beam2formaxM

19.31Ton62.30.31Beam1formaxV77.31Ton.m249.380.31Beam1formaxM

62.34TonmaxV

m249.38Ton.maxM

==

==

==

==

====

=

=


33/81


34/81


34

(Design of External Beam)

Design for Flexure:

180cmbSo

392cm402216bw16hfb

400cm4

1600

4

Lnb

180cm2

L2L1

b

minb

=

=+=+=

====

+

==

22

bw

d

180

h

Assume that we use 3 layers steel 30mm clear spacing 5cm and clearcover 7.5cm.

108.74102.29

5102n

2Kg/cm5102Es

2Kg/cm4102.29215000cf'5000Ec

21800Kg/cmfs

284Kg/cm2100.4fc

1.13m0.015)0.030.05(0.075-1.3d

=

=

=

===

=

==

=+++=

Combination Loading use Limit State Method

Position V (Ton)

(D+L+I)

M (Ton.m)

(D+L+I)

Support 62.6916.31.22202.14 =+ 01/4Ln 31.5311.41.22102.14 =+ 92.83151.541.22602.14 =+ 1/2Ln 822.156.6 = 31.50284.461.22802.14 =+


35/81


35

Design reinforcement of mid span:

0.195113

22

d

hf

7.50.0672

1

n2

1q

0.067100.0067n0.0067113180

136.33

db

As

2136.33cm22/2)1800(113

510250.31

hf/2)fs(d

MAs

===

=

=

=

=====

==

=

O.KSo2133.76cm2136.72cm23.2/417As

layers3inmm3217use

O.KSo8477.140.3)10(1

0.31800

K)n(1

fsKfc

2133.76cm1130.921800

510250.31

fsJd

MAs

0.920.19536

30.1957.520.19520.1956-6

36

3q226-6J

BeamTSof

h2233.91130.3dKor

BeamTSo0.1950.30.1950.067

20.1950.50.067

n

20.5nK

==

=

=

=

=

==

=

++=

++

=

===

=++

=+

+=

To 0.75d 85cm at two cutting point sides must Place additionstirrups, its magnitude is equal to:

0.64717

11bbarsmidle5for

0.29417

5bbarsabove5for

entReinforcemTotal

entReinforcemCutedb

8

dmaxS

0.047400.0012S

Av

40cmbw

0.0012bw3600

4.2bw

fy

4.2bw

S

Av

==

==

==

==

=

==


36/81


36

bpointfor21.83cm0.6478

113maxS

apointfor48cm0.2948

113maxS

=

=

=

=

120cmdcontiuetodistanceSo

69.12cm36003.20.006fy0.006db

119.88cm210

360023.2/40.06

cf'

fyb0.06A

maxdcontinuetodistance

=

==

===

95.54Ton.m22/2)1800(12123.2/46t/2)-Asfs(d32mmofCapacity

LaV

MLenghttDevelopmen

:toequalis

momentflexureofcapacitydepth,effective121cmwithbars32mmremainder6For

===

+=

O.KSo120cmd182.4cm3062.69

21095.54La

V

M

30cm5-70/2a

70cmSupportofWidth

==+=+

===

Design for Shear:

0.1731131800

100035.08

S

Av

dfs

Vs

S

Av

35.08Ton16.451.48VcVVs

51.48TonV

16.4Ton310113403.63dbwvcVc

23.63Kg/cm2100.25cf'0.25vc

51.48TonP6.57

P

8

62.69

=

==

====

===

===

==

1 . 1 3

8

0 .3

5 1 . 4 8 T o n

6 2 . 6 9 T o n

3 5 . 3 1 T o n

2

Vc

Vs


37/81


38/81


38

( ) ( )

2.253136.7240)/1022(180Asbw)/nhf(bf

0.0293136.721040

Asnbwc

/cf)(12

f1fhf2dca

1.11171.2

189.32

maxM

Mcr

m189.32Ton.85.1

155586702.628.983

yt

FrIgMcr

2m28.983Kg/c2102cf'2Fr

41cm55586702.68280

27045204358760

A

2M1

IIyIg

85.1cm8280

704520

A

Myt

=====

++++=

==

===

===

====

===

( ) ( )

22cmhf36.4cma

/0.0293)253.2(12

253.21253.22221130293.0a

==

++++=

( )

0.177cm155586702.6217370.65

4160025

384

5

EIe

4qL

384

5

2g/cm217370.65K21015000cf'15000E

41cm55586702.6IgIeuseweIgIe

44cm72060324.1510776494.731.111155586702.631.11Ie

IgctI

3

maxM

Mcr1Ig

3

maxM

McrIe

45cm10776494.7236.4)136.72(11310

222/2)40)22(36.4(180/3336.440/12340)22(180Ict

2a)nAs(d2hf/2)bw)hf(a(b/33bwa/123bw)hf(bIct

=

==

===

==

=+=

+=

=+

+++=

+++=


39/81


40/81


40

(Design of Internal Beam)

Design for Flexure:

180cmbSo

392cm402216bw16hfb

400cm4

1600

4

Lnb

180cm2

L2L1

b

minb

=

=+=+=

====

+

==

22

bw

d

180

h

Assume that we use 3 layers steel 28mm clear spacing 5cm and clearcover 7.5cm.

108.74102.29

5102n

2Kg/cm5102Es

2Kg/cm4102.29215000cf'5000Ec

21800Kg/cmfs

284Kg/cm2100.4fc

1.13m0.015)0.030.05(0.075-1.3d

=

=

=

===

=

==

=+++=

Combination Loading use Limit State Method

Position V (Ton)

(D+L+I)

M (Ton.m)

(D+L+I)

Support 3.6316.320 =+ 01/4Ln 4.2111.410 =+ 51.10551.5460 =+ 1/2L

n

56.6 84.14484.4680 =+


41/81


41

Design reinforcement of mid span:

0.195113

22

d

hf

89.210388.02

1

n2

1q

0388.01000388.0n

00388.0113180

78.89db

As

2cm89.87

22/2)1800(113

51084.441

hf/2)fs(d

MAs

===

=

=

=

==

===

=

=

=

O.KSo277.06cm283.45cm22.5/417As

layers3inmm2517use

O.KSo8459.0440.247)10(10.2471800

K)n(1fsKfc

277.06cm1130.9241800

510144.84

fsJd

MAs

0.9240.19536

30.19512.8820.19520.1956-6

36

3q226-6J

BeamTSof

h2227.911130.247dKor

BeamTSo0.1950.2470.1950.0388

20.1950.50.0388

n

20.5nK

==

===

=

==

=

++=

++

=

===

=++

=++

=

To 0.75d 85cm at two cutting point sides must Place addition stirrups,its magnitude is equal to:

entReinforcemTotal

entReinforcemCuted

b

b8

dmaxS

0.047400.0012S

Av

40cmbw

0.0012bw3600

4.2bwfy

4.2bwS

Av

==

==

=

==


42/81


42

0.64717

11

bbarsmidle5for

0.29417

5

bbarsabove5for

==

==

bpointfor21.83cm0.6478

113maxS

apointfor48cm0.2948

113maxS

=

=

=

=

120cmdcontiuetodistanceSo

69.12cm36003.20.006fy0.006db

119.88cm210

360023.2/40.06

cf'

fyb

0.06A

maxdcontinuetodistance

=

==

===

Ton.m32.8522/2)1800(12125.2/46t/2)-Asfs(d32mmofCapacity

LaV

MLenghttDevelopmen

:toequalis

momentflexureofcapacitydepth,effective121cmwithbars25mmremainder6For

===

+=

O.KSo120cmdcm66.9013036.3

21032.85La

V

M

30cm5-70/2a

70cmSupportofWidth

==+

=+

==

=

Design for Shear:

1.13

8

0.3

29.81Ton

36.3Ton

9.075Ton

2

Vc

Vs


43/81


43

0659.01131800

100041.31

S

Av

dfs

Vs

S

Av

Ton41.3116.48.92VcVVs

Ton81.92V16.4Ton

310113403.63dbwvcVc

23.63Kg/cm2100.25cf'0.25vc

Ton81.92P6.57

P

8

36.3

=

=

=

===

==

==

===

==

To this value we add Av/S = 0.047 from additional stirrup.

116.23cmS0.039S

4.52

21.13cmAs12mmUse

0.0393600

403.5

fy

bw3.5

S

AvMin

12mm@40cmstirrupdoubleUse

cm04.04S0.22S

4.52

24.52cm1.134Av

21.13cmAs12mmUse

1129.00.0470659.0S

Av

==

=

===

==

==

=

=+=

Max S use AASHTO standard = d/2=113/2=56.5cm

Use 12mm@35cm c-cAv/S=4.52/35=0.129

42.64Ton16.426.24VcVsV

26.24Ton31011318000.129dfsS

AvVs

=+=+=

===

After 5cm from the face of column we use 12mm@40cm c-c and toother length use 12mm@35cm c-c.


44/81


44

Camber of the form:

Igct

I3

maxM

Mcr1Ig

3

maxM

McrIe

Ton.m08spanmidatLoadDeadM

2.5T/mLoadDead

q

+

=

=

=

Area Dimension A y M=A.y Ay2

Ii=bh3/12

1 18022 3960 119 471240 56077560 180.223/12=159720

2 400108 4320 54 233280 12597120 40.1083/12=4199040

Total 8280 704520 I1=4358760

( ) ( )

2.253136.7240)/1022(180Asbw)/nhf(bf

0.0293136.7210

40

Asn

bwc

/cf)(12

f1fhf2dca

1.11171.2

189.32

maxM

Mcr

m189.32Ton.85.1

155586702.628.983

yt

FrIgMcr

2m28.983Kg/c2102cf'2Fr

41cm55586702.68280

27045204358760

A

2M

1IIyIg

85.1cm8280

704520

A

M

yt

===

=

=

++++=

==

=

==

===

====

===

( ) 44cm72060324.1510776494.731.111155586702.631.11Ie

Igct

I

3

maxM

Mcr1Ig

3

maxM

McrIe

45cm10776494.7236.4)136.72(11310

222/2)40)22(36.4(180/3336.440/12340)22(180Ict

2a)nAs(d2hf/2)bw)hf(a(b/33bwa/123bw)hf(bIct

=

+=

+

=

=+

+++=

+++=


45/81


45

( ) ( )

22cmhf36.4cma

/0.0293)253.2(12

253.21253.22221130293.0a

==

++++=

0.177cm155586702.6217370.65

4160025

384

5

EIe

4qL

384

5

2g/cm217370.65K21015000cf'15000E

4

1cm55586702.6IgIeuseweIgIe

=

==

=====

Determination of permanent deflection:

6cmstandardAASHTOfromformsofcamberminimumuseweSo

6cm0.531cm0.1770.354Total

0.354cm20.177perment

201

2

loading.oftimes5yearsFor the2

ent.reinforcemcompresionhavetdon'whichbeam,For the0'

5001

=

=+=

==

=+

=

==

+=

22

40

11

3

130

17? 25mm

4? 16mm

6? 16mm

(Section for Design of Interior Beam)


46/81


46

(Design of Abutment)

Calculating of loads on abutment:

b

h

SECTION For Retaining Wall

Reaction due to Dead load of deck:

9.58Ton/m92/9.6widthof1mperdicktodueloadDead

92Ton1611.51/2R

11.5Ton/mq

====

=

Reaction due to live load:

Truck load: 14.5Ton 14.5Ton 3.625Ton

4.25m 4.25m

Truck Load Hs20-44

RA RB

trafficoflineTwo5.6Ton/m9.6

26.852widthof1mperloadsLive

26.85TonA

R

07.53.62511.7514.51614.516A

R

0)B

M

=

=

=

=+++

=+


47/81


47

Equivalent linear load:11.8Ton

0.95Ton/m

RA RB

trafficoflineTwoTon/m042.49.6


Ton4.91AR

0618.11/221695.016A

R

0)B

M

=

=

=

=++

=+

Tank load:

trafficoflineOneTon/m5.69.6


Ton35.62A

R

025.145.32016

A

R

0)B

M

==

=

=+

=+

So RA=6.5Ton/m is critical and this load use for design of abutment.

Reaction due to Impact value:

In design of pier abutment effective of impact is not use and

negligible.

Lateral pressure of soil:

16.71Ton/m/227.30.627/22hL

Pa

0.58or0.480.6270.331.9L

1.9s

0.33Ka

===

==

==


48/81


48

Break load:

2.1Ton/m9.610width1mperLoad

20Ton2

81616BL

load.1Tonaddwe8mthanmore2mAbout16BL

==

=+=

+=

Effective of variable temperature:

2.31Ton/m9.6

4.445widthof1mperLoad

5padbearingcElastomeriofNomber

4.44Ton3.5

1.15290015F

padbearingcElastomeriofthicknessEffective

TpadbearingcElastomeriofAreaModulesShearF

1.152cm606-10121600LL

3.5cmpadbearingcElastomeriofthicknessEffective

2900cmpadbearingcElastomeriofArea

215Kg/cmmodulesShear

==

=

==

=

===

==

=

Force due to wind load:

forceallongitudinfor275Kg/mWL

loadwindthedeterminewetableAASHTOthefrom45

=

=

Wind load for second group of combination:

0.272Ton/m2.61/9.6width1mperforcelLonitudina

2.61Ton75/10002.17516forcelLonitudina

wall.retainingtheeffect tohavetdosen'ItforcelTransversa

====

=

Wind load for third group of combination:

0.21Ton/m1.983/9.6width1mperforcelLonitudina

1.983Ton0.075162.610.3

vehicleofloadwindload0.3windforcelLonitudina

wall.retainingtheeffect tohavetdosen'ItforcelTransversa

===+=

+==


49/81


49

Earthquake Load:

1.2I

standard.Japanfrom1F

CFWV

=

=

=

3h

3EIP

P

W0.2

K

M2T

3R

0.25A

=

==

==

0.253

1.22.50.25

R

ABIC

2.5secBuseweSo2.5sec19.5

2/3

0.05

12.5

2/3

T

T2.5B

0.05sec51017.51

310920.2T

Ton21017.513570

14160/45102.13P

Kg31092W

570cmh

1cm

2Kg/cm5102.1E

=

==

==

=

=

=

=

=

=

=

==

=

( )

( )

( ) 5.16Ton2.515.51.50.25FoatingtoDueV

0.3375Ton12.50.451.20.25SoiltoDueV

3.375Ton2.511.24.50.25StemtoDueV

2.395Ton9.580.25DicktoDueV

======

==

Bouncy of soil at time of earthquake use Wetman and Seedo method.

56.8%10010.33

0.52moodstaticleat theincreaseofPercentage

0.520.250.750.33AE

Kh

0.75KA

KAE

K

==

=+=

+=


50/81


50

Calculating of Moments on abutment:

1.Righting Moments:Righting Moment due to concrete wall about the toe:

PlaceWeight

(Ton)X

Moment

(Ton.m/m)

W1 1.210.452.5=1.35 2.425 1.352.425=3.274W2 13.5 1.6 21.6

W5 20.64 2.75 53.76

Total 35.49 81.63

Righting Moment due to Soil Pressure about the toe:

PlaceWeight

(Ton)X

Moment

(Ton.m/m)

W3 5.72.8511.9=30.87 4.075 30.874.075=125.8W2 0.453.91.91=3.34 2.425 8.1

Total 34.21 133.9

Righting Moment due to Dead load of deck about the toe:

Ton.m/m33.516.158.9M

6m.1X

Ton58.9A

R

===

=

Righting Moment due to Live load of deck about the toe:

Ton.m/m4.016.15.6M

6m.1Y

Ton5.6A

R

==

=

=

2.Overturning Moments:Overturning Moment due to wind force about the toe:

/m1.632Ton.m0.2726M

6mY

0.272TonA

R

:group2For

===

=


51/81


51

m1.26Ton.m/0.216M

6mY

0.21TonA

R

:group3For

===

=

Overturning Moment due to Soil Pressure force about the toe:

/m40.88Ton.m7.3/316.8momentgOverturnin

7.3/3mY

16.8Ton/m2

27.30.63Pa

30.63Ton/m1.90.33Liquid

===

==

==

Overturning Moment due Break force about the toe:

m12.6Ton.m/2.16momentgOverturnin

6mY

2.1Ton/mforceBreak

===

=

Overturning Moment due to Temperature force about the toe:

Ton.m/m86.312.316momentgOverturnin

6mY

Ton/m31.2forceeTemperatur

===

=

Overturning Moment due to Earthquake force about the toe:

m64.1Ton.m/7.3/326.33soilofMomentgOverturnin7.3/3mY

26.33Ton/m0.98827.31/2Pae

30.988Ton/m1.90.52Liquid

0.52AE

K

:soiltodueMoment

===

==

==

=

Moment due to Dead load:

m/m33.023Ton.0.755.166.30.33753.753.37562.395O.M =+++=

m/m97.123Ton.33.02364.1momentgoverturninTotal

37.6Ton/m26.335.160.33753.3752.395loadhorizontalTotal

=+==++++=


52/81


53/81


53

O.KSoThiredMiddleInside5.5/32.479.28

42.512230.86

VR

OM-

VM

X

O.KSo1.52.3217.072

79.280.5

HF

NF

HF

FF

factorSafetySliding

O.KSo1.55.4342.512

230.866

HM

VM

factorSafetygOverturnin

>===

>====

>===

28.91Ton/m5.5

2.4)(5.5/261

15.5

79.28)

L

6e(1

A

PHeel

27Ton/m92.915.5

2.4)(5.5/261

15.5

79.28)

L

6e(1

A

PToe

=

==

=

+

=+=

Group3th: First group+ (0.3Wind load+Wind load of Vehicle) +LF

Ton.m/m69.3521.06.2140.88MomentgOverturnin

Ton.m/m26.24110.415.33133.981.63MomentRiting

Ton/m78.856.59.5834.2135.49forceVertical

Ton/m1.912.10.2116.8HaorforceHorizontal

=++==+++=

=+++==++=

O.KSoThiredMiddleInside5.5/32.285.78

69.3526.412

VR

OM-

VM

X

O.KSo1.524.219.11

78.580.5

HF

NF

HF

FFfactorSafetySliding

O.KSo1.549.453.69

241.26

HM

VM

factorSafetygOverturnin

>===

>====

>===

2Ton/m24.6

5.5

2.2)(5.5/261

15.5

85.78)

L

6e(1

A

P

Heel

2Ton/m95.245.5

2.2)(5.5/261

15.5

85.78)

L

6e(1

A

PToe

=

==

=

+

=+=

Group 4th: First group+Temperature

Ton.m/m74.5486.1340.88MomentgOverturnin

Ton.m/m26.24110.415.33133.981.63MomentRiting

Ton/m78.856.59.5834.2135.49forceVertical

Ton/m1.9131.216.8HaorforceHorizontal

=+==+++=

=+++==+=


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55

(Results for Moments and Forces)

GroupV .Force

(Ton)

H .Force

(Ton)

Righting .M

(Ton.m)

Overturning .M

(Ton.m)

1 16.8 85.78 241.26 40.88

2 17.072 79.28 230.86 42.5123 19.11 85.78 241.26 53.69

4 19.11 85.78 241.26 54.74

5 19.38 79.28 230.86 56.37

6 21.42 85.78 241.26 67.55

7 37.6 79.28 230.86 97.123

From group 1-7, group 6 and 7 is critical. I design reinforcement for

6th

group, the other groups reinforcement design are the same like 6th

group.

Reinforcement calculation:

Design of Stem:

To design of this retaining wall we dont have any surcharge load.

/m2cm99.731100.8981800

51055.76

fsJd

MAs

0.8980.3031/31K/31JJ

0.30319.3221.43

9.32

rn

nK

21.4384

1800

fc

fsr

9.32

210

135

cf'

135n

rn

nK

K/31J

fsJd

MAs

67.55Ton.mMomentgOverturnin

21.42TonHa

=

==

====

=+

=+

=

===

===

+=

=

=

=

=


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56

( )

( )

O.KSo/m2cm5.72/m2cm27.822(2)/49As

c/c20@13cm9Try

/m227.5cm1101000.0025As'

0.002514.4SectionACIhorizontalMinimum

O.KSo/m237.99cm/m239.3cm2(2.8)/48As

c/c28@13cm8Try

/m237.99cmAs

0.003460.001514.3SectionACIalMin vertic

0.00346110100

37.79

bd

As

>==

==

=

>==

=

=

=

=

( )

( )

0.00389

360

1.4

fy

1.40.00346

110100

37.79

bd

As

/m25.52cm1400.8981800

51012.485

fsJd

MAs

0.898J

23.63Kg/cm2100.25cf'0.25vc

21800Kg/cmfs

284Kg/cmfc

m12.485Ton.25.690.486Stemoffaceat theMu

0.486m123.4514.481/2

1/2123.451/314.481/2X

25.69Ton123.4527.931/2Vu

==


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57

O.KSo23.63Kg/cmvc21.835Kg/cm140100

31025.69

bd

Vv

c/c25mm@15cmTry

230cm1201000.0025As

db0.0025AshorizontalMinimum

O.KSo/m254.44cm/m255.42cm2(2.8)/49As

28mm9100/11

c/c28mm@15cmTry

/m2

54.44cm1401000.00389As

0.00389min

useweSo

===

==

=

Design of Heel:

The upward soil pressure is conservatively negligible.

( )

c/c28mm@11cm9Try

/m254.46cm1401000.00389As

0.00389min

useweSo

0.00389360

1.4

fy

1.4min

0.00252140100

35.18

bd

As

/m235.18cm1400.8981800

51079.613

fsJd

MAs

0.898J

79.613Ton3.3/248.25Stemoffaceat theM

O.KSo23.63Kg/cm23.45Kg/cm140100

31048.25

bd

Vv

23.63Kg/cm2100.25cf'0.25vc

48.25Ton12.41.53.311.93.35.8Vu

==

=

===


58/81


58

c/c20mm@10cmuseweSo

ent.reinforcemallongitudinHorizontalofAsAs

Documents

Design of Bridge Structures for Final