This document provides details on the design of a cable-stayed bridge project over the Suez Canal. The key aspects are:
1) The bridge has a total length of 730m with a 165m side span and 400m main span. It consists of a concrete box girder deck, H-shaped concrete pylons that are 150m tall, and 16 pre-tensioned steel strand cables on each side.
2) Analyses were conducted to determine cable forces, member forces and deformations due to self-weight, live loads, wind, and earthquakes. The bridge was found to meet design criteria.
3) The main components of the deck, pylons, and cables are
A suspension bridge is a type of bridge in which the deck is hung below suspension cables on vertical suspenders. The basic structural components of a suspension bridge system include stiffening girders/trusses, the main suspension cables, main towers, and the anchorages for the cables at each end of the bridge.
About Suspension Bridges:
A suspension bridge is a type of bridge in which the deck (the load-bearing portion) is hung below suspension cables on vertical suspenders. The first modern examples of this type of bridge were built in the early 19th century. Bridges without vertical suspenders have a long history in many mountainous parts of the world.
Bracing elements in structural system plays a vital role in the seismic behaviour of high rise buildings during earthquake. Many of the structural failures in buildings during strong earthquake shaking have indicated that sustainable strength and stable energy dissipation capability are most desirable to maintain inter story drifts and overall structural displacements within tolerable levels. So earthquake action brings a greater concern in the structural design of buildings which is situated in earthquake prone areas. Steel bracing are the common type which mainly used to resist the lateral loads acting during a seismic activity. Conventional types of lateral load resisting systems are concentrically-braced frames (CBFs) and eccentrically braced frames (EBF). Buckling Restrained Braces (BRB) are recent developed structural system which has a stable energy dissipation property. Main advantage of BRB is its ability to yield both in tension and compression without buckling, thus obtaining a stable hysteresis loop. The BRB brace placed in a concentric frame is termed as BRBF system.
A suspension bridge is a type of bridge in which the deck is hung below suspension cables on vertical suspenders. The basic structural components of a suspension bridge system include stiffening girders/trusses, the main suspension cables, main towers, and the anchorages for the cables at each end of the bridge.
About Suspension Bridges:
A suspension bridge is a type of bridge in which the deck (the load-bearing portion) is hung below suspension cables on vertical suspenders. The first modern examples of this type of bridge were built in the early 19th century. Bridges without vertical suspenders have a long history in many mountainous parts of the world.
Bracing elements in structural system plays a vital role in the seismic behaviour of high rise buildings during earthquake. Many of the structural failures in buildings during strong earthquake shaking have indicated that sustainable strength and stable energy dissipation capability are most desirable to maintain inter story drifts and overall structural displacements within tolerable levels. So earthquake action brings a greater concern in the structural design of buildings which is situated in earthquake prone areas. Steel bracing are the common type which mainly used to resist the lateral loads acting during a seismic activity. Conventional types of lateral load resisting systems are concentrically-braced frames (CBFs) and eccentrically braced frames (EBF). Buckling Restrained Braces (BRB) are recent developed structural system which has a stable energy dissipation property. Main advantage of BRB is its ability to yield both in tension and compression without buckling, thus obtaining a stable hysteresis loop. The BRB brace placed in a concentric frame is termed as BRBF system.
Detailed Power point presentation on Implementation of 4 lane Cable Stayed Road over bridge at Bardhman- a future fast track model for construction over busy and longer Railway yards in India
ANALYSIS AND DESIGN OF HIGH RISE BUILDING BY USING ETABSila vamsi krishna
RESULT OF ANALYSIS:
https://www.slideshare.net/ilavamsikrishna/results-of-etabs-on-high-rise-residential-buildings
ANALYSIS AND DESIGN OF BUILDING BY USING STAAD PRO PPT link :
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-mutistoried-residential-building-by-using-staad-pro
FOR FULL REPORT:
vamsiila@gmail.com
Modeling and Design of Bridge Super Structure and Sub StructureAIT Solutions
Workshop under the Capacity Building Programme of the Southern Road Connectivity Project / Expressway Connectivity Improvement Plan Project, March 2016
Grillage Analysis of T-Beam bridge, Box culvert and their Limit State Design; components of Bridges and loads acting on bridges are presented in this slide.
Bridge foundation includes its loading conditions and how it acts on structure. This present work also deals with the basic classifications of bridge foundation. It gives emphasis on different components and purposes of bridge foundation. While working on this specific thing one should understand the concept and follow the steps.
Detailed Power point presentation on Implementation of 4 lane Cable Stayed Road over bridge at Bardhman- a future fast track model for construction over busy and longer Railway yards in India
ANALYSIS AND DESIGN OF HIGH RISE BUILDING BY USING ETABSila vamsi krishna
RESULT OF ANALYSIS:
https://www.slideshare.net/ilavamsikrishna/results-of-etabs-on-high-rise-residential-buildings
ANALYSIS AND DESIGN OF BUILDING BY USING STAAD PRO PPT link :
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-mutistoried-residential-building-by-using-staad-pro
FOR FULL REPORT:
vamsiila@gmail.com
Modeling and Design of Bridge Super Structure and Sub StructureAIT Solutions
Workshop under the Capacity Building Programme of the Southern Road Connectivity Project / Expressway Connectivity Improvement Plan Project, March 2016
Grillage Analysis of T-Beam bridge, Box culvert and their Limit State Design; components of Bridges and loads acting on bridges are presented in this slide.
Bridge foundation includes its loading conditions and how it acts on structure. This present work also deals with the basic classifications of bridge foundation. It gives emphasis on different components and purposes of bridge foundation. While working on this specific thing one should understand the concept and follow the steps.
Cable stay bridges, summary of a lecture delivered at Uni of Surrey, UKDavid Collings
Cable stay bridges, summary of a lecture delivered as part of MSc course at University of Surrey UK. Outlines key issues for sizing major bridges. The work draws on Manual of bridge Enginnering, the authors book Steel Concrete composite bridges - which has a chapter on cable stay bridges, and recent research on cable stay and extradosed bridges.
Cable Stay Bridge construction at Bardhman using LARSA and LUSAS four dimensi...Rajesh Prasad
For the construction of Cable Stayed Bridge at Bardhman, a simulation model was made using LARSA 4D and accordingly design were concluded considering all the possible situation. At the execution stage the profile/geometry control is very important. Accordingly construction stage analysis along with geometry control is being done using LUSAS software. These software are 4D and the fourth dimension is Time. The said presentation covers the LARSA, LUSAS and few pictures on execution at site along with sample of documentation.
Reliability Assessment of Cable-Stayed BridgesFranco Bontempi
The paper deals with the reliability assessment of P.C. cable-stayed bridges, but it is thought that
the presented methodology is generally applicable. Due to several sources of uncertainties, the
geometrical and mechanical properties which define the structural problem cannot be considered as deterministic quantities. In this work, such uncertainties are modelled by using a fuzzy criterion which considers the model parameters bounded between minimum and maximum suitable values. The reliability problem is formulated in terms of safety factor and the membership function over the
failure interval is derived for several limit states by using a simulation technique. In particular, the strategic planning of the simulation is found by means of a genetic optimisation algorithm and the structural analyses are carried out by taking both material and geometrical non-linearity into
account. An application to a cable-stayed bridge shows the effectiveness of the proposed procedure.
Handbook cum coffee table book titled staying with cables a modern construct...Rajesh Prasad
In India constructions of cable stayed bridge are far less than the construction of such bridges in advanced countries. The concept and technical know how in India is relatively new but after execution over busy yard Barddhaman- a very busy station and yard, the construction of cable stayed bridges is going to play important role in time to come specially at stations where there is a need to use the yard and land mass for future yard remodeling and passenger amenities.This hand book cum coffee table book has been made by Rajesh Prasad to share his construction experience for education purpose. An interesting and amazing stuff....by Rajesh Prasad, Chief Project Manager(M) cum Group General Manager RVNL
Parametric investigation of cable stayed bridge using macro based programeSAT Journals
Abstract In this paper, effects of various parameters such as geometric properties of deck and pylon and number of cables on the behaviour of cable stayed bridge were observed. For this purpose, analysis of 240 m long fan type cable stayed bridge having single plane of cables is carried out with the help of software facilities. To save time in modelling of bridges manually, a programming tool has been developed in excel software with the help of visual basic macro for the purpose of parametric study of Cable stayed bridge. With the help of this tool, number of models of cable-stayed bridge can be automatically generated in software SAP-2000. From the analysis of number of models, comparison of bending moments in pylon and deck is done. Keywords: VB program, Form control, Class 70R, Class A, Cable stayed bridge, parametric study, SAP2000, Interactive Database.
Analyze and design of suspension bridge using sap2000vivatechijri
Structural design requires a full understanding and knowledge of all the components comprising the structure. A suspension bridge is a type of bridge in which the deck (the load-bearing portion) is hung below suspension cables on vertical suspenders. The design of modern suspension bridges allows them to cover longer distances than other types of bridges. The main element of a cable suspended bridge is the cable system. Bridges are normally designed for dead load, live load and other occasional loads. All loading and unloading conditions in analysis and design are provided as per IRC codal specifications. The whole modeling of the suspension parts of the bridge was done by using SAP2000. Suspension cable bridge having 1km span with single lane road, the intensity of road is given has 20 numbers of vehicles each loaded with 350KN (heavy loading class A-A track load) is analyzed by SAP2000. The output of the software presents results including moments, axial loads, shear force and displacements. Moreover, moments and axial load at each node and at any point within the element can be easily obtained from the software output. This thesis examines issues analysis and design calculation in over a structure will safe under all conditions.
The influence of cable sag on the dynamic behaviour of cable stayed suspensio...eSAT Journals
Abstract The demand of long span bridge is increasing with infrastructure magnification. To achieve maximum central span in bridges is a motivating rational challenge. The bridge with more central span can be achieved using high strength materials and innovative forms of the bridges. The cable-stayed bridge has better structural stiffness and suspension bridge has ability to offer longer span thus combination of above two structural systems could achieve very long span cable-stayed suspension hybrid bridge. To distinguish behaviour and check the feasibility of this innovative form of hybrid bridge, 1400m central span and 312m side span cable-stayed suspension hybrid bridge is considered for analysis. The suspension portion length in central span is also playing important role in behaviour of the entire bridge. Bridge behaviour is presented for variable length of suspension portion in form of suspension portion to main span ratio. The main cable sag in central span is playing important role on behavior of the entire bridge. It directly influences the inclination angles of the main cables, the height of pylon and thus forces in pylon. The axial force in main cable is directly depending on the sag of main cable. The effects of main cable sag is studied by considering dimensionless parameter as sag to main span ratio as 1/9, 1/10 and 1/11. Paper also discusses results of nonlinear static analysis and modal analysis carried out using SAP2000 v14.0.0. The time period of bridge is used to present the behavior of bridge. Key Words: Cable supported long span bridge; cable stayed suspension hybrid bridge; cable sag to main span ratio; dynamic analysis
Influence line diagram for model arch bridgekunalsahu9883
It mainly deals with the graphical representation of the influence line daigram of the reaction forces, Bending moment and displacement. The material and section properties are used as mention in design and modeling of the bridge. The modeling and analysis was of the “Lupu bridge” in the MIDAS Civil2014 software. This presentation provides a critical analysis of The Lupu Bridge in Shanghai.
In this project, the design of steel lattice tower
prescribed for transmission of electricity by the categorized
gravity and lateral loads has been studied and analysed for
the employment of the project. The analysis has been done
by taking different combination of loads and then the design
has been come into picture using the code module IS
800:1984.
The present work describes the analysis and design of
transmission line tower of 25 meter height viz. various
parameters. In design of tower for weight optimization some
parameters are considered such as; base width, height of
tower , outline of tower. Using STAAD , analysis of
transmission towers has been carried out as a 3-D structure.
The tower members are designed as angle section.Prior to
the design process the convincing site investigation and
Envoirmental impact assessment data has to to collected
through various modes via Electronic or Print media.
The desired safety factors has been actuated contemplating
the selected location i.e Kasouli. The various factors
including envoirmental and materials used for the structure
is also be considered.The foundation detailing is chosen
keeping in consideration the geotechnical investigation data.
The software tool used in the process is STAAD.Pro 2008.
The load calculations were performed manually but the
analysis and design results were obtained through
STAAD.Pro 2008. At all stages, the effort is to provide
optimally safe design along with keeping the economic
considerations.
Advanced Cable Stayed Bridge Construction Process Analysis with ANSYS IJMER
This paper demonstrates how sophisticated computational techniques can help to
understand better the behaviour of cable-stayed bridges and what kind of tools are available for
bridge engineers to handle even the most extreme situations. Since one of the key elements in the
success of this structural system lies in its construction method, the main focus of this paper is on
the simulation of the free-cantilever construction process and the determination of cable forces
during the phases of the erection in order to achieve the desired shape and internal force
distribution in the final state of the structure. The paper, using ANSYS/CivilFEM, a software
package developed for advanced civil engineering analyses, presents different numerical
techniques (based on both linear and non-linear analysis) to determine the final state of the
bridge and the backward process analysis to conduct a step-by-step analysis of the
construction.Finite Element Analysis can provide engineers with an overwhelming amount of
data therefore the efficient presentation of results (post processing) is of outmost importance
especially for such complex systems as cable-stayed bridges.The paper also demonstrates how the
flexibility of ANSYS/CivilFEM allows the users to find a sensible way to access all the necessary
data and produce both texts based and graphical outputs. A typical example of a cable-stayed
bridge is analyzed by the methods described in the paper and the results are presented using post
processing techniques.Cable stayed bridges have good stability, optimum use of structural
materials, aesthetic, relatively low design and maintenance costs, and efficient structural
characteristics. T
TECHNICAL TRAINING MANUAL GENERAL FAMILIARIZATION COURSEDuvanRamosGarzon1
AIRCRAFT GENERAL
The Single Aisle is the most advanced family aircraft in service today, with fly-by-wire flight controls.
The A318, A319, A320 and A321 are twin-engine subsonic medium range aircraft.
The family offers a choice of engines
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Democratizing Fuzzing at Scale by Abhishek Aryaabh.arya
Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
Automobile Management System Project Report.pdfKamal Acharya
The proposed project is developed to manage the automobile in the automobile dealer company. The main module in this project is login, automobile management, customer management, sales, complaints and reports. The first module is the login. The automobile showroom owner should login to the project for usage. The username and password are verified and if it is correct, next form opens. If the username and password are not correct, it shows the error message.
When a customer search for a automobile, if the automobile is available, they will be taken to a page that shows the details of the automobile including automobile name, automobile ID, quantity, price etc. “Automobile Management System” is useful for maintaining automobiles, customers effectively and hence helps for establishing good relation between customer and automobile organization. It contains various customized modules for effectively maintaining automobiles and stock information accurately and safely.
When the automobile is sold to the customer, stock will be reduced automatically. When a new purchase is made, stock will be increased automatically. While selecting automobiles for sale, the proposed software will automatically check for total number of available stock of that particular item, if the total stock of that particular item is less than 5, software will notify the user to purchase the particular item.
Also when the user tries to sale items which are not in stock, the system will prompt the user that the stock is not enough. Customers of this system can search for a automobile; can purchase a automobile easily by selecting fast. On the other hand the stock of automobiles can be maintained perfectly by the automobile shop manager overcoming the drawbacks of existing system.
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Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
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The Benefits and Techniques of Trenchless Pipe Repair.pdf
Calculation note suez canal cable stayed bridge
1. 1
Kafr El Sheikh University
Faculty of Engineering
Civil Engineering Department
Suez-Canal
Cable-Stayed Bridge Project
(The Graduation Project)
Prepared By /
Mohamed Ahmed Elfeky
Mohammed Abdelkawy
Ahmed Bahgat Zamil
4th Year Civil
2. 2
The Cable-Stayed Bridge
Basics
The position of cable-stayed bridges within all bridge systems their spans range between continuous girders and arch bridges with shorter spans at one end, and suspension bridges with longer spans at the other. The economic main span range of cable-stayed bridges thus lies between 100m with one tower and 1100m with two towers. A typical cable stayed bridge is a deck with one or two pylons erected above the piers in the middle of the span. The cables are attached diagonally to the girder to provide additional supports. Large amounts of compression forces are transferred from the deck to the cables to the pylons and into the foundation. Cable stayed-bridges have a low center of gravity, which makes them efficient in resisting earthquakes. Cables are extremely well suited for axial tension, however are weak against compression and bending forces. As a result, long span cable stayed bridges, though strong under normal traffic loads, are vulnerable to the forces of winds. Special measures are taken to assure that the bridge does not vibrate or sway under heavy winds. Because the only part of the structure that extends above the road is the towers and cables, cable stayed bridges have a simple and elegant look.
3. 3
Advantages of cable-stayed bridges: First of all the bending moments are greatly reduced by the load transfer of the stay cables, By installing the stay cables with their predetermined precise lengths the support conditions for a beam rigidly supported at the cable anchor points can be achieved and thus the moments from permanent loads are minimized, Even for live loads the bending moments of the beam elastically supported by the stay cables remain small.
Large compression forces in the beam are caused by the horizontal components of the inclined stay cables. The normal forces in the main and side span equal one another so that only uplift forces have to be anchored in the abutments which act as hold-down piers. A second important advantage of cable-stayed bridges is their ease of construction; - Arch bridges with large spans are not stable during erection until
The arch is closed and the horizontal support forces are anchored.
- Self-anchored suspension bridges, which may be required when
Their horizontal cable component cannot economically be anchored
Due to bad soil conditions, need temporary supports of their beams until the main cables are installed.
4. 4
- In cable-stayed bridges, however, the same flow of forces is
Present during free-cantilever construction stages as after completion.
This is true for free cantilevering to both sides of the tower
As well as for free cantilevering the main span only.
The Main Components OF Cable Stayed Bridge: 1-Deck: The deck or road bed is the roadway surface of a cable-stayed bridge. The deck can be made of different materials such as steel, concrete or composite steel-concrete. The choice of material for the bridge deck determines the overall cost of the construction of cable stayed bridges. The weight of the deck has significant impact on the required stay cables, pylons, and foundation.
7. 7
2-Pylon: Pylons of cable stayed bridges are aimed to support the weight and live load acting on the structure. There are several different shapes of pylons for cable stayed bridges such as Trapezoidal pylon, Twin pylon, A-frame pylon, and Single pylon. They are chosen based on the structure of the cable stayed bridge (for different cable arrangements), aesthetics, length, and other environmental parameters. The first cable-stayed bridges used steel towers. Since towers are mainly loaded by compression, concrete towers are more economical and, therefore, mainly used today. Only if extremely bad foundation conditions would require very long piles, are the lighter steel towers used today.
8. 8
3-Cables:
Cables are one of the main parts of a cable-stayed bridge. They transfer the dead weight of the deck to the pylons. These cables are usually post- tensioned based on the weight of the deck. The cables post-tensioned forces are selected in a way to minimize both the vertical deflection of the deck and lateral deflection of the pylons. There are four major types of stay cables including, parallel-bar, parallel-wire, standard, and locked- coil cables. The choice of these cables depends mainly on the mechanical
Properties, structural properties and economic criteria.
9. 9
1- Locked coil ropes: Traditionally used in Germany, completely shop fabricated, permit construction by geometry. Advantages: good corrosion protection, simple maintenance Disadvantages: reduced stiffness, subject to creep, reduced tensile strength and fatigue strength. Locked coil ropes consist of internal round wires with a diameter of
5 mm and outer layers of Z-shaped wires with a depth of 6 – 7 mm,
Fig. 3.2. Their modern corrosion protection comprises galvanizing of all wires, filling the interstices with a corrosion inhibitor and painting the outside in several layers. The different wire layers rotate in opposite directions in order to achieve twist-free ropes, Fig. 3.3.
10. 10
When stressing the cables, the Z-shaped outer wires are pressed against one another by lateral contraction and which ‘locks’ the rope surface against intrusion of water, hence the name ‘locked coil ropes’.
11. 11
2- Parallel wire cables: Developed by LAP in the 1960s from BBR post-tensioning system in order to overcome the disadvantages of
Locked coil ropes, almost exclusively used in Germany since then, also completely shop-fabricated. Advantages: high stiffness, no creep, high tensile and fatigue strength with Hiam-anchorage Disadvantage: complex corrosion protection with several components Parallel wire cables comprise a bundle of straight wires with 7 mm or 1⁄4 inch diameter which are anchored with button heads in a retainer plate. In order to further improve the fatigue strength, the so-called ‘HiAm’ anchorage was developed and investigated in many tests. The basic design idea is to anchor the individual wires gradually by lateral pressure exerted by small steel balls into which the wires are broomed-out inside a conical anchor head.
13. 13
3- Parallel strand cables: Developed from strand tendons in order to exploit higher tensile strength and better availability of strands
Advantages: cost-effective, fabrication on site from components, exchange of individual strands Disadvantage: slightly reduced stiffness.
19. 19
Bridge Components
Cable-Stayed bridges have 3 main components:-
1) Pylon
2) Deck
3) Cables
3D Model
20. 20
The Pylon
The Pylon is the main support of cable-stayed bridges.
Cables link the deck to the pylon, so it can carry the deck safely.
Our pylon is a Reinforced Concrete H-Shaped Column.
The section of the pylon is a nonprismatic section
Pylon Bottom Pylon Top
21. 21
The Deck
The Deck View
The Deck Properties:-
The Deck Width = 20.00 meter
(Consists of 4 lanes - 2 lanes in each direction , 2 sidewalks of width equals 2.0 m , and an island of width equals 2.0 meters)
t1 = t2 = t3 = t4 = 0.30 m t5 = t6 = 0.25m
L1 = L2 = 2.00 m
The Depth = 3.00 m
22. 22
Material Properties for Pylon and Deck: concrete has a specified compressive strength equals 400 kg/cm^2, Considering Creep and Shrinkage.
23. 23
Cables
In this bridge we have 16 cables in each side of the pylon
The distance between cables in the deck plan equals to 10.00 meters In the Side Spans and Equal To 12 meters Between the Pylons
The distance between them at its links to the pylon equals to 2.00 meters
Material Properties:
Fu = 17.7 T/Cm^2 Fy= .89* 17.7 = 15.7 T/Cm^2
E = 1950 T/Cm^2
Diameter = 15.7 mm
24. 24
Modeling Steps
(Using CSI Bridge Program)
1) Drawing the layout line of the bridge.
The layout has 2 stations the 1st at 0.0 and the 2nd at 730.00.
2) Defining the deck sec. which is box girder has 3 vents.
3) Defining Lanes.
4) Defining and drawing the pylon.
5) Defining and drawing the rigid links to link the deck sec. to cables as one unit.
6) Defining springs.
7) Solving the model to get the deformation due to dead load.
8) Defining the cables (Diameter & Pretension Force) which achieve deformation equals to zero.
9) Defining the design vehicle and vehicle class.
10) Defining All Cases Of Moving Load.
11) Solving due to moving load and getting deformation.
25. 25
12) Defining the Earthquake loads Using Static Analysis (Seismic Coefficient Method) and Safety Was Checked by Dynamic Analysis (Time History Method).
15) Solving the model due to earthquake forces.
16) Defining the wind loads.
17) Solving.
18) Defining load combinations.
19) Design the bridge.
Philosophy of Analysis: 1-Find the value of cable tension that will give optimum deck profile for final model.
2- Stage construction analysis to find cable force during erection. 3- Final checks with seismic, Wind and other effects
26. 26
The Program Outputs:
Deformation due to Dead Load only (Without Cables)
Joints Labels
These joints are at the center of the deck.
28. 28
From the table:
The max deflection is at p54 and p56 which are at the mid span, and equals to 54.41 m.
29. 29
We will use 3 groups of cables
The 1st one consists of 5 cables (the nearest cables to the pylon)
This group has cables of diameter equals to 7.00 cm, and a tension force of 340 ton of its end I which linked to the pylon.
The Force in cables is put in a load pattern called Target.
After Using Cables With Pretension Force:
30. 30
The 2nd group consists of the next 5 cables.
This group has cables of diameter equals to 10.00 cm, and a tension force of 450 ton of its end I which linked to the pylon.
The 3rd group consists of the next 6 cables.
This group has cables of diameter equals to 12.00 cm, and a tension force of 618 ton of its end I which linked to the pylon.
31. 31
Deformed Shape:
Almost no deformation …
The output values are due to the combination between Target and Dead Load.
33. 33
The uplift at P34 equals to 3 cm, and the max Settlement equals to 1.5 cm at P71.
34. 34
The Pylon Sway due to Dead Load:
The Max Sway from D.L. equals to17.6 cm.
The Moment Diagram:
Max Moment = 7272 t.m
35. 35
The Shear Force Diagram:
Max Shear = 840 ton.
The Normal Force Diagram:
Max axil compression force in deck =12064 ton Reaction for pylon Column = 16574 ton
36. 36
Moving Loads:
The Bridge consists of 4 lanes, 2 lanes in each direction, and 2 sidewalks of 2.00 m width in each one and central median 2m Width.
The lane width equals to 3.50 meters.
37. 37
Moving Load Model (1): Consists Of concentrated and distributed load. Truck 60ton. Truck40ton.
38. 38
Truck 20ton. Uniform 0.25t/m^2 for The rest of road width
Uniform 0.5t/m^2 for Pavements and Median
46. 46
2) Define Time History Function: (time &acceleration)
We Will Use (ELCENTRO) General EQ in X&Y Direction
47. 47
3) Define Time History Load Case: - Damping Ratio: Take (2%)
- Response Modification Factor (R): Take = 3
48. 48
If we Want to increase the damping ratio we can use cable anchorage with Hydraulic Damper
For great values up to 5%. This is reducing the response of the super structure.
65. 65
Load Combinations 1) Characteristic Load Combinations
According To Egyptian Code:
1.35 Dead+1.35 Live (1)
1.35 Dead+1.35 Live (2)
1.35 Dead+1.35 Live (1) +0.9 Winds
1 Dead+0.2 Live (1) +EQ
1 Dead+0.2 Live (2) +EQ
66. 66
Final Design
Design of cable: Subjected to Tension with Small Compression Values:
67. 67
Design of pylon: pylons designed as
Columns subjected to Axial Force and Biaxial Moments. Max Straining Action: p m3 m2 23817.09 -3748 -5006.61 17244.32 -2914.12 -35635.8 17913.68 9806.453 -12637 17358.85 3167.38 31823.26
68. 68
Design by SCI COLUMN Program:
Using 254 bar ᶲ 22 Total area Steel=966 Cm^2 Steel ratio = 0.4%
69. 69
Design of the Deck: Max Straining Action:
Max Compression= 18171 ton
Max positive Mx=9972.35 t.m Max negative Mx= -9605 t.m
Max Positive My= 26560 t.m
Max Negative My= 27280 t.m
Max Torsion = 2845 t.m
Max Shear = 1272 ton
70. 70
Flexure Design
For Exterior Girder (right, left)
Using upper and lower R.F.T = 50 ᶲ 25 (Upper & Lower)
Achieve Moment of Resistance = 2512t.m
71. 71
For Exterior Girder (right, left)
Using upper and lower R.F.T = 60 ᶲ 25
Achieve Moment of Resistance = 3330t.m
73. 73
Comparison for Better Results:
1- We can use prestressed concrete to achieve the tensile stresses and get Small effective cross section or using Steel deck. 2- We can do camber for Pylon and the deck to prevent high deflections for the deck And lateral Displacements For the pylon 3- high damping rubber bearings (HRB) were used as seismic isolators (supports) for the steel girder,
With allowable movable length (seismic) = ± 450 mm.
4- To limit the horizontal movements, lateral rubber bearings were installed between the bridge deck and the tower with a gap of 10 mm.