Thursday, May10, 2018

1Thursday, May 10, 2018

Comparative Design and Analysis of Post-Tension Concrete & Steel Bridges At Dhahran-Oqair-Salwa Road

Dammam To Old AbqaiqSENIOR PROJECT FALL 2018/2019 (FINAL-EXAMPRESENTATION)

Coordinator:Dr. Andi Asiz Advisors:

Date: December 25, 2018

Eng. Mohammed Nayeemuddin Dr. Tahar Ayadat

2December 25, 2018

OUTLINE

Preliminary & Structural Design

CSiBridge Analysis & Design

Geotechnical & Foundation Design

Cost Estimation

Acknowledgment

Conclusion

Objectives

Project Description

Design Codes Used

MOMRA Standards Design

Constraints

3December 25, 2018

Ziad Al HarthiHamad Al Kaltham

Civil Engineering

Azzam Al Harthi Hisham Al Mousa201400009 201301153 201201648 201400827

4

Meet The Group

December 25, 2018

PROJECT OBJECTIVES

1

Structural Design Of The

BridgeFollowing AASHTO & MOMRA

Standards.

2

GeotechnicalDesign For

Piers & Foundation

System.

3

Cost Estimation compared with

the post-tensioned

bridge.

5December 25, 2018

PROJECTDESCRIPTION

Location: At Dhahran-Oqair-Salwa Road Dammam To Old Abqaiq

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Constraints

7December 25, 2018

1. Structural DesignAramco’s Piping SystemSpan (Deflection )HeightSpeed limitNumber of lanesWidthLoad Combinations

Type Constraint Solution

Pipes (Three) In the way Build a Bidge

Span (Two) Pipes Diameter Foundation size

Height Pipes/ Maintenance Height >3

Number of lane Highway (Freeway 120km/h)

>3

Constraints

8December 25, 2018

1. GeotechnicalChemical (Sulfate, Sulfer)Difficult Soil (Sabkha)Aramco’s Oil Piping SystemEnvironmental

Type Constraint Solution

Difficult soil Sabkha Driven Piles

Chemicals Sulfate, Sulfer(Sulfates 0.2%< 0.38% < 2.0 %)

Cement type V Coating

Environmental Chemicals Lane Fills

Pipes with Foundation

Pipes andFoundation Might be to close

Foundation Dimesions

PROJECT DESCRIPTION(continue)

Three traffic lanes

Two simply supported spans with 30 m inlength

60 m length16.5 m width

Two bent cap withheight of 3.5 m

9December 25, 2018

PROJECTDESCRIPTION(continue)

LAYOUT (FULL)

60m

10December 25, 2018


LAYOUT (TOP VIEW)

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LAYOUT (SIDE VIEW)

Super-structure (Asphalt, Concrete slab,Girders)

Abutment

Pier

Pier Cap

Bearing

Foundation

12December 25, 2018

PROJECT DESCRIPTION(continue)

STEEL BRIDGE CROSS SECTION

Steel Girder

13December 25, 2018

PROJECTDESCRIPTION (Continue)

POST-TENSION BRIDGE CROSS SECTION

Steel Girder

14December 25, 2018

Design Codes Used

(MOMRA) Ministry of Municipal and Rural Affairs.(AASHTO) American Association of State Highway and Transportation Official.(AISC) American Institute of Steel Construction.(ACI) American Concrete Institute.

15December 25, 2018

MOMRA Standards (Post-Tension )

Standard Limitation

Safety Factors 1.3 Dead, 1.6 Moving

Asphalt thickness 75 mm

Concrete slab thickness 𝟐𝟎𝟎𝐦𝐦

Traffic Parapet H= 810 mm , W= 430 mm

Deflection limitL

800Precast I-Girder Depth ≥ 0.045 L

Compressive Strength of Concrete 𝒇𝒄′

28 MPa

Yielding strength of steel 𝒇𝒚 420 MPa

*L : Length of span *C: Concrete cover for slab thickness 16December 25, 2018

MOMRA Standards (Steel ) Standard Limitation

Safety Factors 1.3 Dead, 1.6 Moving

Asphalt thickness 75 mm

Concrete slab thickness 175mm

Traffic Parapet H= 810 mm , W= 430 mm

Deflection limitL

800

I-Girder Depth ≥ 0.040 L

Compressive Strength of Concrete 𝒇𝒄′

28 MPa

Yielding strength of steel 𝒇𝒚 450 MPa

17*L : Length of span *C: Concrete cover for slab thickness December 25, 2018

Type of Load Result

Dead Load 36.34 KN/m

Truck Load 324.13KN

Lane Load 100.50 KN

Seismic Load 1018.75 KN

Wind Load 48.93KN

STAGE 1 Loads Calculation for Post-Tension (AASHTO)

18*Note: these loads are acting on one span. December 25, 2018

Type of Load Result

Dead Load 29.58 KN/m

Truck Load 334.13KN

Lane Load 100.5 KN

Seismic Load 895.35 KN

Wind Load 48.93 KN

STAGE 1 Loads Calculation for Steel (AASHTO)

19*Note: these loads are acting on one span. December 25, 2018

Reinforced Concrete Slab

Maximum Moment = 82.982 KN-m (From CSIBridge )

For each 1m×1m use:

5 # 16 mm

STAGE 2 Super Structure for Post-Tension

20December 25, 2018

Reinforced Concrete Slab

Maximum Moment = 80.25 KN-m (From CSI Bridge)

For each 1m×1m use:

5 # 16 mm

STAGE 2 Super Structure for Steel

21December 25, 2018

Precast I-Girder (MOMRA)

STAGE 2Super Structure post-tension (Continue)

Properties Data

Gross Area 0.765m2

Moment of Inertia 0.231 m4

Depth 1.5 m

Strand Grade 270 (1860 Mpa)

Self-weight 18.298 KN/m

Strand Force 1796.96 KN

Number of Strands 6 strands

Diameter of Strands 0.01524 m

Reinforcement strength 𝒇𝒚

420 MPa

22December 25, 2018

Steel Girder (MOMRA)

STAGE 2 Super Structure steel (Continue)

Properties Data

Gross Area 0.16064484 m2

Moment of Inertia 0.0015 m4

Depth 1.0795 m

Width 0.45974 m

Self-weight 12.611 kN/m

Yielding strength 𝒇𝒚 450 Mpa

23December 25, 2018

Checking for Steel Girder (MOMRA)

STAGE 2 Super Structure (Continue)

ShearVu = 8403.55 KN < ∅Vn = 20639.84

KN

Moment Mu = 8287.75 KN-m <∅M = 79951.07

KN-m

Deflection 33.30 mm < 37.50 mm

Depth of steel

1.0795 m ≥ 1m

Moment of Inertia

0.02805 m4 ≥ 0.0015 m4

24

24December 25, 2018

Losses Of Pre-stress For Post-tension 1- Loss due to Elastic Shortening

2- Loss due to Shrinkage of Concrete ∆𝒇pSR =𝜺bid 𝑬P 𝑲id

3- Loss due to Creep of Concrete ∆𝒇pCR=

𝑬𝒑

𝑬𝒄𝒊× 𝒇cgp × 𝝍 (td , tt ) 𝑲id

4- Loss due to Creep in steel (Relaxation of steel)

5- The losses due to friction ∆𝒑µ(x) =𝒑max (𝟏 − 𝒆-µ (Ɵ+Kx))

25December 25, 2018

Losses of pre-stress for post-tension concrete

1- Loss due to Elastic Shortening [ 6.7% ]

2- Loss due to Shrinkage of Concrete [ 2.1 % ]

3- Loss due to Creep of Concrete [ 2.9 % ]

4- Loss due to Creep in steel (Relaxation of steel) [ 2.3 % ]

5- The losses due to friction [ 3.0% ]

Total percentage for losses is 17 %

26December 25, 2018

27December 25, 2018

PRELIMINARY & STRUCTURAL DESIGN (continue)

Bracing (AISC -Manual of Steel Construction, L3 x 3 x 1/2)

Maximum unbraced length Lp = 5 m

Lateral Load = 30% of reaction

Section: 𝐿3 × 3 × 1/2

Bracing Design

28December 25, 2018

Bearing Bearings are elements transferring vertical loads from Superstructure to

Substructure.

http://www.archiexpo.com/prod/mageba/product-126411-1333289.html

29December 25, 2018

Sub-StructureSTAGE 3

Steel-Reinforced Elastomeric Bearing (AASHTO)

Suited for bridges with small lengths (less than 40 m)

30

BearingDesign

December 25, 2018

Length = 300 mm

Width = 400 mm

The Total Thickness=84.4 mm

Sub-Structure Steel (Continue)STAGE 3

31December 25, 2018

Sub-Structure Post-Tension (Continue)

BearingDesign

Length = 340 mm

Width = 340 mm

The Total Thickness= 71.4 mm

Post-Tension-Reinforced Elastomeric Bearing (AASHTO)

Suited for bridges with small lengths (less than 40 m)

STAGE 3

0.75m 5.7m 5.7m 0.75m

1.2m 1.2m1.2m

16.5m

December 25, 2018

Sub-Structure Steel (Continue)

32

Pier CapDesign

W= (1.2)(1.5)(23.92) = 43.056 KN/mWu= (43.056)(1.2) = 51.667 KN/m

STAGE 3

From CSIBridge:Mmax = -1360.13 KN.mMmax = 1207.72 KN.mVmax = 2690.26 KNR = 5969 KN

December 25, 2018


Pier CapDesign

33

1127.63 KN

STAGE 3

Pier CapDesign

December 25, 2018 34


6 # 25 mm bars for top6 # 25 mm bars for bottom12 mm for stirrupS = 42 mm

STAGE 3

W= (1.5)(1.2)(23.92) = 43.056 KN/mWu= (43.056)(1.2) = 51.667 KN/m

35December 25, 2018

Pier CapDesign

Sub-Structure Post-Tension (Continue)STAGE 3

From CSIBridge:Mmax= 2733.30 KN.mMmax= -3475.85 KN.mVmax= 2690.26 KNR = 6791.669 KN

Wu=51.67 KN/m

36

1333.46 KN

December 25, 2018


Pier CapDesign

STAGE 3


December 25, 2018

Pier CapDesign

37

14 # 25 mm bars for top10 # 25 mm bars for bottom12 mm for stirrupS = 95 mm

STAGE 3

Total height is 3.5 m

Axial Compression: → P = 5969 KN (From CSI-Bridge)

Wind & Earthquake moment :→ M = 3133.725 + 116.33 = 3250.057 KN-m

38

PiersDesign

PRELIMINARY & STRUCTURAL DESIGN for Steel (continue)

December 25, 2018

Use 77 ϕ 20 mm bar

39

PRELIMINARY & STRUCTURAL DESIGN for Steel (continue)

PiersDesign

December 25, 2018

Axial Compression:→ P = 6791.669 KN (From CSI-Bridge)

Wind & Earthquake moment:→ M = 3565.625 + 119= 3684.625 KN-m

40

PiersDesign

PRELIMINARY & STRUCTURAL DESIGN for Post-Tension (continue)

December 25, 2018

46 ϕ 25 mm bars

41

PRELIMINARY & STRUCTURAL DESIGN for Post-Tension (continue)

PiersDesign

December 25, 2018

CSiBridge ANALYSIS &DESIGN for Steel

Steel 3D MODEL

42December 25, 2018

43

CSiBridge ANALYSIS &DESIGN for Steel (continue)

DEFLECTION

Allowable Deflection : L

800= 37.5 mm (MOMRA)

The Software Result = 28.8 mm

December 25, 2018

Maximum Moment = 25418.796 kN-m (AISC)

Software Result = 32991.34kN-m

44


MOMENT

December 25, 2018

Maximum Shear = 20639.84 KN (AISC)

Software Result = 11,277.495 kN

45


SHEAR

December 25, 2018

46

CSiBridge ANALYSIS &DESIGN for Post-Tension Concrete

Post-Tension Concrete 3D MODEL

December 25, 2018

47

CSiBridge ANALYSIS &DESIGN for Post-Tension Concrete (continue)

DEFLECTION

Allowable Deflection : L

800= 37.5 mm (MOMRA)

The Software Result = 25.96 mm

December 25, 2018

48


MOMENT

Maximum Moment = 27915.61 kN-m (AISC)

Software Result = 19915.602 kN-m

December 25, 2018

49


SHEAR

Maximum Shear = 16951 KN (AISC)

Software Result = 5853.26 kN

December 25, 2018

Site Investigation

Soil Profile

Foundation System

GEOTECHNICAL & FOUNDATION DESIGN


GEOTECHNICAL & FOUNDATION DESIGN (continue)

Site Investigation


Soil Profile



Foundation System Characteristics Results

Formula used Rock Formula

Rock QualityDesignation (R.Q.D)

50 %

Rock Capacity (RC) 30.00 MPa

Allowable Bearing Capacity (qall)

120 kN/m2

GEOTECHNICAL & FOUNDATION DESIGN(continue)

Final Design (strip footing)

Foundation System (Section B)

Characteristics Result

Formula used Meyerhof

Angle of friction (∅) 35°

Unit weight (𝜸) 20 kN/m3

Cohesion factor (C) 0

Factor of Safety (FS) 3

Allowable Bearing Capacity (qall) 170.90 kN/m2

Maximum Bearing Capacity (qmax) 139.21 kN/m2

Settlement (Se) 3.4 mm < 16 mm




Steel


Formula used Terzaghi formula

Angel of Friction (∅) 35°

Unit Weight (γ) 20 kN/m3

Cohesion Factor (C) 0


1286.71 KN/m2

Maximum Bearing Capacity (qmax)

5564.82 kN/m2














Steel




Formula used Rock Formula

Rock QualityDesignation (R.Q.D)

50 %

Rock Capacity (RC) 30.00 MPa


120 kN/m2














Post-Tensioned Concrete




Formula used Terzaghi Formula

Angel of Friction (∅) 35°

Unit Weight (γ) 20 kN/m3

Cohesion Factor (C) 0


1359.36 KN/m2

Maximum Bearing Capacity (qmax)

6314.437 kN/m2

















COST ESTIMATION

Steel

Analogous Technique:

Compared with king Salman Steel Bridge Intersection with King Fahad Road.


COST ESTIMATION

Steel


Cost of new project= (Cost of the old project x S.F x A.F x L.F x T.F x Q.F) + overhead risk.

The Total Cost = 28,324,421.35 SAR


COST ESTIMATION


Prince Naif Concrete Bridge Intersection with King Fahad Road.



COST ESTIMATION


Cost of new project= (Cost of the old project x S.F x A.F x L.F x T.F x Q.F) + overhead risk.


The Total Cost = 33,721,418.23 SAR


ACKNOWLEDGMENT

Dr. ANDI ASIZCoordinator

Dr. TAHAR AYADATAdvisor

Dr. Saidur ChowdhuryConsultant

Eng. MOHD NAYEEMUDDIN Advisor

Eng. DANISH AHMED Consultant


CONCLUSION

Structural Design of The Bridges Following AASHTO & MOMRA Standards.

Geotechnical Design for Foundation System.

Modeling Using Csibridge Software & Analysis.

Cost Estimation of Steel & Post-tensioned Concrete Bridges ( Steel Bridge Cheaper).


REFERENCES

Civil Engineering. (2015, January 21). What Is a Girder Bridge? Retrieved February 2, 2018, from https://goo.gl/FYYK • Hewson, N. R. (2012). Prestressed concrete bridges: Design and construction. London: ICE.• State-of-the-art report on high-strength concrete. (1994). Farmington Hills, MI: American Concrete Institute.• AASHTO: Catalyst for transportation excellence. (2001). Washington, D.C: AASHTO.• MOMRA: Ministry of municipal & Rural Affairs Deputy Ministry for Technical Affairs. (2013). Kingdom of Saudi Arabia: MOMRA.• Mahmoud, K. M. (2003). Recent Developments in Bridge Engineering. Tokyo: A.A. Balkema.• Amlan, K.S.& Devdas,M.(2000). Prestressed Concrete Structures. Indian: from

https://nptel.ac.in/courses/105106117/pdf/2_Losses_in_Prestress/Section2.1.pdf• Nilson, A.H.(1978). DESIGN OF PRESTRESSED CONCRETE.United States: Hoboken.• Antoine E. N.(2012). PRESTRESSED CONCRETE ANALYSIS AND DESIGN: FUNDAMENTALS.University of Michigan: Ann Arbor.• Ghali, R. Favre, M. Elbadry.(2002). Stresses and Deformations: Analysis and Design for Serviceability. London.• AlDubaikel.F, AlAzeb.M & Ratrout.F.(2018). Design of Post-Tensioned Concrete Bridge At Prince Metib Service Road Intersection

with Railway in Dammam.Saudi Arabia: Khobar.• Al-Hajri.S , Al-Hajri.A & Al-Sharif.A.(2018). Design a Steel Bridge at Prince Metib Service Roads Intersection with Railway In

Dammam. Saudi Arabia: Khobar.

• MOMRA

• AASHTO


Thank you

Q & A


Thursday, May10, 2018

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