Types of structural supports – Boundary Conditions
Types of supports
Defining the boundary conditions in a model is one of the most important part of preparing an analysis model, irrespective of the software that you use. Supports are an essential part of building your model to ensure accurate and expected results.
These are not to be ignored nor guessed as it can lead to your structure not behaving in the way you anticipated. To define supports you need to be aware about the support detailing in case of steel structures. For example, a support column in a steel structure can be pinned or fixed, depending upon the detailing adopted.
1. Fixed support:
This is the most rigid type of connection. It restrains the member in all translations and rotations, which means it can’t move or rotate in any direction. The best example of this is a column placed in concrete which can’t twist, rotate or displace. A fixed support in three dimensional model will have 6 degrees of freedom restrained, which are three translations and three rotations in three orthogonal directions, X, Y and Z.
These are beneficial when you can only use a single support. The fixed support provides all constrains necessary to ensure the structure is static. It’s the only support which is used for stable cantilevers.
The greatest advantage provided by this support can also lead to its downfall as sometimes the structure requires a little deflection or some play to protect the surrounding materials. For example, as concrete continues to gain strength, it also expands. Hence it’s crucial that the support is designed correctly else the expansion could lead to reduction in durability.
Fixed support reactions
Beam fixed on the wall as an example
2. Roller support:
This support can’t resist the horizontal support but can resist the vertical support. This connection is free to move in horizontal direction as there is nothing restraining it.
The most common use of this support is in a bridge. Typically a bridge consists of a roller support at one end to account for the vertical displacement and expansion from changes in temperature. It’s required to prevent the expansion causing damage to a pinned support.
The roller support doesn’t resist horizontal force which acts as its limit as the structure will require another support to resist the horizontal force.
For a structure to be stable roller support is used along with pin support.
Roller support reactions
Roller support on one end of a bridge
3. Pinned support:
A pinned support is a common type of support in civil engineering. Like hinge, this support allows rotation to occur but not translation which means that it resists the horizontal and vertical forces but not a moment.
Pinned supports are widely used in trusses. By joining multiple members by pinned connections, the members push against each other which will induce an axial force within the member. The advantage of this support is that the members won’t have internal moment forces, and can be designed only according to their axial force.
The pinned support can’t completely resist a structure on its own as you need at least two supports to resist the moment coming on the structure.
Hinge support reactions
Hinge support in sydney harbor bridge
4. Internal Hinge
Interior hinges are often used to join flexural members at points other than supports. In some cases, it is employed deliberately so that the excess load breaks the weak zone rather than damaging other structural elements.
Permeability of Soil: Definition, Darcy’s Law and Tests
Definition of Permeability:
It is defined as the property of a porous material which permits the passage or seepage of water (or other fluids) through its interconnecting voids.
A material having continuous voids is called permeable. Gravels are highly permeable while stiff clay is the least permeable, and hence such a clay may be termed impermeable for all practical purpose.
The study of seepage of water through soil is important for the following engineering problems:
1. Determination of rate of settlement of a saturated compressible soil layer.
2. Calculation of seepage through the body of earth dams and stability of slopes for highways.
3. Calculation of uplift pressure under hydraulic structure and their safety against piping.
4. Groundwater flow towards well and drainage of soil.
Darcy’s Law (1856) of Permeability:
For laminar flow conditions in a saturated soil, the rate of the discharge per unit time is proportional to the hydraulic gradient.
q = kiA
v = q/A = Ki … (7.1)
Where q = discharge per unit time
A = total cross-sectional area of soil mass, perpendicular to the direction of flow
i = hydraulic gradient
k = Darcy’s coefficient of permeability
v = velocity of flow or average discharge velocity
If a soil sample of length L and cross-sectional area A, is subjected to differential head of water h1 – h2, the hydraulic gradient i will be equal to [(h1 – h2)/L] and we have q = k. [(h1 – h2)/L].A.
When hydraulic gradient is unity, k is equal to V. Thus, the coefficient of permeability, or simply permeability is defined as the average velocity of flow that will occur through the total cross-sectional area of soil under unit hydraulic gradient. Dimensions are same as of velocity, cm/sec.
The coefficient of permeability depends on the particle size and various other factors. Some typical values of coefficient of permeability of different soils are given in Table 7.1.
Discharge Velocity and Seepage Velocity:
The total cross-sectional area of the soil mass is composed of sectional area of solids and voids, and since flow cannot occur through the sectional areas of solids, the velocity of flow is merely an imaginary or superficial velocity.
The true and actual velocity with which water percolates through a soil is called the velocity of percolation or seepage velocity. It is the rate of discharge of percolating water per unit of net sectional area of voids perpendicular to the direction of flow.
Validity of Darcy’s Law:
In accordance with the Darcy’s Law, the velocity of flow through soil mass is directly proportion to the hydraulic gradient for laminar flow condition only. It is expected that the flow to be always laminar in case of fine-grained soil deposits because of low permeability and hence low velocity of flow.
However, in case of sands and gravels flow will be laminar upto a certain value of velocity for each deposit and investigations have been carried out to find a limit for application of Darcy’s law.
According to researchers, flow through sands will be laminar and Darcy’s law is valid so long as Reynolds number expressed in the form is less than or equal to unity as shown below –
Where v = velocity of flow in cm/sec
Da = size of particles (average) in cm.
It is found that the limiting value of Reynolds number taken as 1 is very approximate as its actual value can have wide variation depending partly on the characteristic size of particles used in the equation.
Factors affecting permeability are:
1. Grain size
2. Properties of pore fluid
3. Void ratio of the soil
4. Structural arrangement of the soil particle
5. Entrapped air and foreign matter
6. Adsorbed water in clayey soil
4. Effect of degree of saturation and other foreign matter
k will decrease if air is entrapped in the voids thus reducing its degree of saturation. Percolating water in the field may have some gas content, it may appear more realistic to use the actual field water for testing in the laboratory.
Organic foreign matter also has tendency to move towards critical flow channels and choke them up, thus decreasing permeability.
5. Effect of adsorbed water – The adsorbed water surrounding the fine soil particle is not free to move, and reduces the effective pore space available for the passage of water.
Capillarity-Permeability Test:
The set-up for the test essentially consists of a transparent tube about 40 mm in diameter and 0.35 m to 0.5 m long in which dry soil sample is placed at desired density and water is allowed to flow from one end under a constant head, and the other end is exposed to atmosphere through air vent.
At any time interval t, after the commencement of the test, Let the capillary water travel through a distance x, from point P to Q. At point P, there is a pressure deficiency (i.e., a negative head) equal to hc of water.
If the coefficient of permeability is designated as ku at a partial saturation S, the above expression can be rewritten as –
In order to find the two unknowns k and hc in the above equation, the first set of observations are taken under a head h1. As the capillary saturation progresses the values of x are recorded at different time intervals t.
The values of x2 are plotted against corresponding time intervals t to obtain a straight line whose slope, say m, gives the value of [(x22 – x21)/(t2 – t1)] . The second set of observation are taken under an increased head h2 and values of x2 plotted against corresponding values of t to obtain another straight line, whose slope m2 will give the value [(x22 – x21)/(t2 – t1)].
By substitution in Eqn. 7.1, we obtain the following two equations, which are solved simultaneously to get k and hc.
The porosity n required in the above equation is computed from the known dry weight of soil, its volume and specific gravity of soil particles.
Permeability of Stratified Soil Deposits:
In general, natural soil deposits are stratified. Each layer may be homogeneous and isotropic. When we consider flow through the entire deposit the average permeability of deposit will vary with the direction of flow relative to the bedding plane. The average permeability for flow in horizontal and vertical directions can be readily computed.
Average Permeability Parallel to Bedding Plane:
Figure 7.9 shows several layers of soil with horizontal stratification. Let Z1, Z2, ….Zn be the thickness of layers with permeabilities k1, k2, … kn.
For flow parallel to bedding plane the hydraulic gradient i will be same for all layers. The total discharge through the deposit will be the sum of discharges through individual layers.
Average Permeability Perpendicular to Bedding Plane:
For flow in the vertical direction for the soil layers shown in Fig. 7.10.
In this case the velocity of flow, v will be same for all layers the total head loss will be sum of head losses in individual layers.
h = h1 + h2 + h3 + … + hn (i)
If kz denotes average permeability perpendicular to bedding plane, applying Darcy’s law, we have –
Compaction test is conducted in the laboratory to determine the relation between the dry density and the water content of the given soil compacted with standard compaction energy and to determine the OMC corresponding to the MDD.
The OMC obtained from the laboratory compaction test will help in deciding the amount of water to be used for compaction in the field. The MDD obtained from the laboratory compaction test helps in knowing the dry density achievable in the field compaction and also as a check for quality control.
Based on the compacted energy used in compacting the soil in the laboratory test, the laboratory compaction tests are of two types:
1. Standard Proctor test.
2. Modified Proctor test.
1. Standard Proctor Test:
In this test, the soil is compacted in three layers, each layer subjected to blows of a rammer with falling weight of 5.5 pounds (2.6 kgf) falling through a height of 12 in. in a cylindrical mold of internal diameter of 4 in. and effective height of 4.6 in.
The compaction parameters in a standard Proctor test are – W is the weight of rammer blow = 5.5 pounds, h is the height of fall = 12 in. = 1 ft, n is the number of blows per layer = 25, l is the number of layers = 3, and Vm is the volume of the mold = 1/30 cubic ft. The total compaction energy imparted on the soil per unit volume in this test is –
IS – 2720 (Part 7) – 1980 recommends the Indian Standard light compaction method based on standard Proctor test in metric system. The standard Proctor test or IS light compaction can be used as a criteria for the compaction of subgrades on highways and earth dams, where light rollers are used.
2.Modified Proctor Test:
Advances in construction technology resulted in the development of heavier rollers, which impart higher compaction energy during field compaction. To provide a laboratory control criterion for the higher compaction energy, the modified Proctor test was developed and standardized by the American Association of State Highway (and Transportation) Officials (AASHO or AASHTO) and by US Army Corps of Engineers for airfield construction.
In modified Proctor test, the soil is compacted in the same mold as in standard Proctor test, which has internal diameter of 4 in. and affective height of 4.6 in. giving a total internal volume of 57.805 cubic in. or 1/30 cubic ft. The rammer is bigger with a hammer of weight 10 pounds (4.5 kgf) falling through a height of 18 in. The soil is compacted in five layers, each layer being given 25 blows.
The compaction parameters in modified Proctor test are as follows – W is the weight of hammer blow = 10 pounds, h is the height of fall = 18 in. = 1.5 ft, n is the number of blows per layer = 25,l is the number of layers = 5, and Vm is the volume of the mold = 1/30 cubic ft.
The compaction energy imparted to the soil, per unit volume, in the modified Proctor test is:
Thus, the compaction energy in the modified Proctor test is (56250/12375) 4.55 times that in standard Proctor test.
If the soil fraction retained on 20 mm sieve is more than 5%, a bigger mold of 5.9 in. (15 cm) internal diameter and 5 in. (12.73 cm) internal height giving a total volume of 137.04 cubic in. or 1/12.611 cubic ft (2250 cm3) is used. When the bigger mold is used, the soil is compacted with 56 blows for each layer.
IS – 2720 (Part VII) – 1980 and Part VIII-1983 have recommended procedures corresponding to these two tests as follows:
1. IS light compaction test.
2. IS heavy compaction test.
1. IS Light Compaction Test:
The objective of the IS light compaction test is to determine the relation between the water content and the dry density of compacted soil and to determine the MDD and OMC from this test. The compaction energy used to compact the soil corresponds to that of standard Proctor test.
The compaction parameters in IS light compaction test are as follows – W is the weight of hammer blow = 2.6 kgf, h is the height of fall = 31 cm, n is the number of blows per layer = 25, and I is the number of layers = 3, and Vm is the volume of the mold = 1000 cubic centimeter (cc). The total compaction energy imparted on the soil in this test is –
E = Whnl = 2.6 × 31 × 25 × 3 = 6045 kgf cm
The total compaction energy imparted on the soil per unit volume in this test is –
E = 6045/1000 = 6.045 kgf cm/cm3
2. IS Heavy Compaction Test:
The IS heavy compaction test is similar to IS light compaction text except for the following differences:
1. A heavy rammer of 4.9 kgf falling weight that falls through a height of 45 cm is used for compacting the soil in IS heavy compaction.
2. The soil is compacted in five layers of equal thickness in the compaction mold.
3. The initial water content to be used in the first trial is 3%-5% for sandy and gravelly soils and 12%-16% below plastic limit for cohesive soils.
To increase the accuracy of the test results, it is desirable to reduce the increment of water in the region of OMC.
Shifting and tilting problems occurs generally during sinking process of well foundations. If proper care is not taken, they will cause serious problems and weaken the stability of foundations. Precautions to avoid shifting and tilting, limitations and rectifying methods are discussed below.
Shifting and Tilting of Well Foundations
When the well is moved away horizontally from the desired position, then it is called shifting of well foundation.
When the well is sloped against vertical alignment,it is called tilting of well foundation.
Precautions to Prevent Shifting and Tilting
It is safer and economical to avoid tilting and shifting of wells by adopting the following preventive measures:
The outer surface of the well curb and steining should be level, straight, and smooth.
The radius of the well curb should be kept 2-4 cm more than the outer radius of the well steining.
The cutting edge should be sharp and of uniform thickness.
The steining should be built in lifts and the entire steining height should be built in one straight line from bottom to top at right angles to the plane of the curb.
Dredging should be uniform on all sides of the well. For a twin well, dredging should be uniform in both the wells.
The well should be constructed in stages of small height increments.
The magnitude and direction of sinking of wells should be properly and carefully monitored on a continuous basis to identify any tilt or shift and adopt appropriate corrective measures immediately to rectify the same.
If the well shows a tendency for tilting, dredging should be done on the higher side. If this does not bring required improvement, sinking should be stopped and should be resumed only after the tilting is corrected.
Dredged material should not be deposited unevenly around the well.
When a kentledge is used to provide additional sinking effort, it should be placed evenly on the loading platform.
Limitations
The maximum tilt allowed in case of well foundation is 1 in 60.
The shift in well foundation should not be more than 1 % of depth of sunk.
Beyond the above limits, well foundation is considered as dangerous and in such a case, remedial measures to rectify shifting and tilting should be followed.
Rectifying Methods
Rectifying methods for Rectification of shifting and tilting problems in well foundations are as follows:
Eccentric loading
Excavation on higher side
Water jetting
Pulling the well
Using hydraulic jacks
Using struts
Excavation under cutting edge
Wood sleeper under cutting edge
1. Eccentric loading
The well tilt can be rectified by placing eccentric loading on the higher side. Higher side is nothing but the opposite side of tilt or lower side.
A loading platform is constructed on the higher side and load is placed on it.
This eccentric load will increase downward pressure on higher side and correct the tilt.
The amount of load and eccentricity is decided based on the depth of sinking.
Greater is the depth of sinking of well, larger will be the eccentricity and load.
2. Excavation on Higher Side
When well is tilted to one side, excavation should be increased on the other side which is opposite to tilted side.
This technique is useful only in the initial stages of well sinking.
3. Water Jetting
Water jetting on external surface of well on the higher side is another remedial measure for rectifying tilt.
When water jet is forced towards surface of well, the friction between soil and well surface gets reduced and the higher side of well becomes lowered to make well vertical.
4. Pulling the Well
The well can be pulled towards higher side using steel ropes.
One or more steel ropes are wound around the well with wooden sleepers packed in between well and ropes to prevent damage to the well steining by distributing load over to larger area of steining.
Pull should be carefully done otherwise,shifting of well foundation may occur.
5. Pushing using Jacks
Another method to rectify tilting and shifting of well foundation is using hydraulic jacks or mechanical jacks, the tilted well can be pushed from lower side to higher side.
Neighbor vertical well foundations or suitable arrangements made will give support to the jack system.
Care should be taken while pushing the well otherwise the well may shifts.
6. Using Struts
By providing struts as supports on the lower side or tilted side of well, further tilting can be prevented.
Wooden sleepers are provided between struts and well steining to prevent damage to well steining and to distribute pressure to larger area.
Struts are rested on firm base having driven piles.
7. Excavation under Cutting Edge
This technique is used for hard strata soils. In this method, the well is de-watered first and open excavation is carried out exactly under the cutting edge on the higher side.
If de-watering is not possible, soil strata is loosened using suitable equipment with the help of professional divers.
8. Wood Sleeper under Cutting Edge
If tilting towards lower side is increasing,then wooden sleepers are placed under cutting edge on lower side to control the tilting temporarily.
When well is corrected to vertical level, this sleepers can be removed.
Soil stabilisation, in terms of pavement construction, is the process of (usually insitu) pulverising and moisture conditioning by mixing various binders with soil, compaction and trimming as necessary. This improves soil characteristics preferred for construction in terms of moisture content, density, strength (CBR%), permeability, plasticity index and shrink swell characteristics. Most material types, clay through to crushed rock, are suitable for stabilisation. Seeking advice early during the design/feasibility stage enables planning for efficient use of stabilisation.
Stabilisation
Lime and/or cement stabilisation is often used to improve the properties of site won materials, to enable their use in a pavement and other like areas, such as dam foundations and building pad sites. Lime stabilisation of clay material reduces entrance cracking, whilst increasing the hardness of the material by up to ten times. The use of cement as a binder, after lime, can further increase the strength and durability towards that of concrete. Various binder blends, away from lime and cement, such as slag or fly ash, are commonly utilised for further benefit dependant on site conditions and requirements.
General Benefits of Soil Stabilisation
Saturated, wet sites can be treated to provide a working platform within a day for project continuation during wet periods/seasons.
Stabilisation recycles existing pavement by pulverising the existing pavement to 25mm down. Lime and or cement or other binders are then mixed with water as necessary. No imported materials and increased production rates means cost savings.
Strength gains often over CBR 15% or 5 times the previous strength are the result of the realignment of particles and adjustment of moisture content allowing compaction at optimum moisture content.
Reduce Plasticity Index (PI) in cohesive materials. For example a material with PI 20 will typically stabilise to PI < 10, say 8.
General Stabilisation for Lining Systems and Cohesive Expansion Material
Reduce or eliminate the need for imported clay liner by stabilising insitu materials.
Reduce permeability.
Reduce Linear Shrinkage rate up to 10%.
Environmental benefits of reduced geotextile, borrow pit clay and quarry import.
Additional environmental benefits from reducing extra excavation and disposal by modification to suitable material.
Improved structural stability through realignment of soil particles by ionic exchange between clay and lime.
Increased Strength and durability.
Reduced dispersion means reduced dispersion piping failure and increased erosion protection.
Pulverisation to 40mm down of clay, extremely weathered limestone, mudstone and siltstone provides smaller diameter conglomerates and homogenous material throughout the stabilised layer eliminating lenses, streaks, rock fissures and faults providing reduced seepage.
Lime
Note that there are many variations of lime available but only quicklime is considered suitable for lime stabilisation in the pavement construction industry and general field construction activities. Quicklime is calcium oxide (CaO) supplied commercially in a dry powder form. Agriculture Lime is a calcium carbonate (CaC03) and not suitable for pavement construction. Hydrated Lime is calcium hydroxide (Ca(OH)2) often used in the laboratory for lime saturation testing, not generally used on site for pavement construction.
Hydrated lime (calcium hydroxide), is produced by reacting water with quicklime (calcium oxide). CaO + H2O => Ca(OH)2. When calculated using the atomic weights, this converts practically to 5t Quicklime + 3t Water => 7t Hydrated lime + 1t Water Evapouration.
The pozzolanic reaction between lime with water and the silica and alumina in clay results in an ionic exchange, which permanently realigns the clay particles forming friable conglomerates. The new alignment of the particles provides less ability for the clay to absorb water around the particles. This makes the clay more waterproof, less expansive and therefore reduces the plasticity and linear shrinkage. The PI is often more than ½ and the shrinkage is often 10% of what it was. Practically this results in improved permeability less shrinkage cracking providing less chance of piping failure and seepage.
In a lime saturated environment (typically 3% to 4% quicklime), the clay-alumina and clay-silica become available to react with the free calcium to form calcium aluminates or silicates. The pozzolanic reaction is illustrated by the following equations:
Insitu stabilisation procedures vary depending upon the type of project and the binder used. All machinery suitable for the process is purpose built for stabilisation. A range of purpose built equipment has been developed according to specific requirements of various site conditions and design specifications for the process to be effective. Adaptation of agricultural equipment and other equipment does not meet specification requirements and results in a process failure.
Preparation
Prior to stabilisation commencing it is important to ensure the surface is prepared for stabilisation ahead of stabilisation. Preparation of a surface for stabilisation includes pegging out for stringing as necessary, trimming to approximate levels and shaping to shed water and sufficient drainage to prevent water ponding where possible. Note that due to the addition of binders and density changes, some bulking may occur, however this may also be balanced by other factors such as reducing the moisture content or increasing the density of the underlying material during compaction. Immediately prior to stabilisation, the surface should be ripped to the required depth to identify and remove unsuitable material such as obstacles, organics and material too hard to stabilise.
Spreader
the Stabil-Lime Group operates a range of purpose built lime and cement spreader trucks including an articulated 4×4 all terrain spreader for particularly boggy sites. This enables the supply and distribution of a full range of binder products suitable for the insitu stabilisation process. Leading technologies are incorporated into all trucks to ensure accurate binder spread rates and containment of dust.
On board computers linked to load cells and farm scan distance measuring devices assist in assuring accurate spread rates.
All spreader trucks have sealed bulk bins to ensure the product does not start to react until it is on the ground ready to be mixed into the pavement. Spread rates (kg/m2) must vary in accordance with varying ground conditions.
Additional mat test can be carried out in order to confirm and adjust the spreading rate.
Water Truck
Especially during the drier months, water must be added to ensure optimum moisture content is maintained for compaction. Depending on soil conditions and moisture content water can be added before and or after spreading any binder or directly into the mixing chamber by linking the water truck to the mixer where appropriate. Not only is water vital to ensure optimum moisture content at compaction, water initiates the necessary chemical reactions with most binders.
Stabilising Machine
Prior to stabilisation commencing it is important to ensure the surface is prepared for stabilisation ahead of stabilisation. Preparation of a surface for stabilisation includes pegging out for stringing as necessary, trimming to approximate levels and shaping to shed water and sufficient drainage to prevent water ponding where possible. Note that due to the addition of binders and density changes, some bulking may occur, however this may also be balanced by other factors such reducing the moisture content or increasing the density of the underlying material during compaction. Immediately prior to stabilisation, the surface should be ripped to the required depth to identify and remove unsuitable material such as obstacles, organics and material too hard to stabilise. Rotary hoe type attachments to bob cats, tractors and the like are not accepted by the Industry for pavement construction as they are not mixing chambers, they do not ensure homogenous mixing or accurate depth control amongst other faults. Research shows pavements mixed with such machines often fail within 1-3 years because the binder and moisture have not been mixed thoroughly.
Compaction
Compaction commences after mixing. Typically stabilised materials are compacted to 95% standard, however higher compaction standards are achievable. Insitu mixing up to 400mm in a single layer requires compaction equipment large enough to achieve density throughout a layer this thick. Typically large self propelled vibratory padfoot rollers are used initially for deep compaction followed by a similar smooth drum to complete compaction of the full layer.
Final Trimming
It is normal to commence trimming the pavement before the completion of the compaction operation, ensuring good bonding of any corrected shape before is finished.
Considerations for Stabilisation
By seeking our advice early during the development stages of a project we can ensure savings are maximised by optimising the use of stabilisation in designs to reduce double handling and import and export of materials. We employ a number of qualified engineers and project managers offering sound advice based on years of experience.
In order to assess a site accurately in terms of stabilisation, ideally the following information is considered:
Geotechnical data including site conditions, material type and depth, sub-grade and existing pavement material.
Construction conditions and loading.
Geometric site layout proposed and existing.
Proposed minimum area to be treated.
Specification requirements typically in terms of density, CBR strength or binder content if provided.
We are in the middle of a construction boom, fuelled by large civil engineering projects in India and the Middle East. This makes it a great time to work for a civil engineering company. There have rarely been so many opportunities in both developed countries and the developing world. This article is going to give you the lowdown on what the best companies offer to their employees and some criteria you can use to pick out the best of the bunch. It will also list ten companies that are recognised as being industry-leaders in civil engineering and score highly with employees.
Characteristics of a good civil engineering company
The top-ten companies listed below are obviously some of the larger, often internationally-respected, businesses. In reality, there are thousands of smaller companies, consultancies and agencies that you can work for. So, how do you make a decision on which vacancies to apply for? The first thing to consider is a company’s pedigree. In general, companies that are well established will be more accommodating to new staff than start-ups that haven’t yet found their feet. They are also more likely to offer good remuneration packages and benefits. Some of the bigger companies will offer perks like extra holidays, free health insurance and enhanced pension schemes.
Another thing to pay attention to is any staff satisfaction surveys or reviews that are available. Websites like www.glassdoor.co.uk can give you a good insight into what it’s like to work for a particular company. Finally, if you are going to be a site-based civil engineer, make sure you check out each company’s safety record. Look for companies that have robust health and safety processes in place and low accident rates. Let’s take a look at the top ten civil engineering companies to work for, based on a combination of the above criteria.
In a recent survey by the New Civil Engineer publication, 96% of employees agreed that Arup was great, and they had no desire to work anywhere else. That tells you something about the ethos and culture of the company. It offers excellent training and career progression and scores highly on pay and benefits. Arup is a well-established company with a large portfolio of construction and infrastructure projects in Europe and throughout the world, employing over 13,000 people in more than 30 countries. It is well known for its creative approach to structural design and is not afraid to innovate, making it a great company to work for if you relish a challenging position at the cutting-edge of engineering.
Atkins scored a healthy 7.4 out of 10 in a recent job-satisfaction survey, with employees particularly happy with the level of personal support and professional development. As Atkins is the main contractor on large projects such as London’s Crossrail, there will be plenty of opportunities to get stuck into interesting engineering jobs.
French construction company Vinci is one of the largest in the world, employing over 180,000 people globally. Their employees work on large international structural and infrastructure projects, including a multi-million dollar highway system in Atlanta, Georgia and large natural gas projects in Australia. Operating for over 115 years, Vinci definitely ticks the ‘well-established’ box and regularly scores highly on job satisfaction.
Mott McDonald is a fast-growing global construction and engineering company that regularly scores 80% or more on job-satisfaction surveys. It is an employee-owned company, which means that the culture is very people-centred and values professional development and collaboration very highly. It also boasts one of the best graduate training schemes, which consistently ranks highly in comparison tables.
Stantec is a globally renowned engineering firm that has a particularly large presence in North America and the UK. Employees praise the benefits system and the promotion of a work-life balance within the company.
Balfour Beatty specialises in large-scale infrastructure projects and has a solid global reputation for successful delivery. It has a strong focus on helping communities to grow and gets involved with positive initiatives such as local sustainability projects.
If you decide to work for Bechtel, you will probably be working on some of the most challenging engineering projects in the world, possibly in locations such as Africa, where Bechtel has a strong presence. It is a prestigious and world-leading company for structural design, construction and energy provision.
Skanska is a Swedish construction company that is highly regarded worldwide. Employees say that they are happy with the working environment at the company. One of the reasons regularly given is that Skanska is happy to give new recruits and graduate engineers positions of responsibility early on in their careers.
Laing O’Rourke has a large presence in Europe, the Middle East and Asia. Its graduate training programme is highly regarded and it is a company that promotes training and professional development, as well as the opportunity to work on high profile projects.
Arcadis is a large consultancy that focuses on environmental and sustainability projects, including design and build projects such as transit hubs that improve urban living. It’s a popular company to work for, offering a wide variety of projects to work on – ideal for those starting their career in civil engineering or who fancy a new challenge.
With the recent development in the drone surveying space, there has been a lot of myths and misconceptions around UAV LiDAR and photogrammetry. In fact, these two technologies have as many differences as similarities. It is therefore essential to understand that they offer significantly different products, generate different deliverables and require different capture conditions but most importantly they should be used for different use cases.
There are no doubts that compared to traditional land surveying methods both technologies offer results much faster and with a much higher data density (both techniques measure all visible objects with no interpolation). However, the selection of the best technology for your project depends on the use case, environmental conditions, delivery terms, and budget among other factors. This post aims to provide a detailed overview of the strengths and limitations of LiDAR and photogrammetry to help you choose the right solution for your project.
HOW DO BOTH TECHNOLOGIES WORK?
Let’s start from the beginning and have a closer look into the science behind the two technologies.
LiDAR that stands for Light Detection and Ranging is a technology that is based on laser beams. It shoots outs laser and measures the time it takes for the light to return. It is so called active sensor as it emits its energy source rather than detects energy emitted from objects on the ground.
Photogrammetry on the other side is a passive technology, based on images that are transformed from 2D into 3D cartometric models. It uses the same principle that human eyes or 3D videos do, to establish a depth perception, allowing the user to view and measure objects in three dimensions. The limitation of photogrammetry is that it can only generate points based on what the camera sensor can detect illuminated by ambient light.
In a nutshell, LiDAR uses lasers to make measurements, while photogrammetry is based on captured images, that can be processed and combined to enable measurements.
OUTPUTS OF LIDAR AND PHOTOGRAMMETRY SURVEYS
The main product of LiDAR survey is a 3D point cloud. The density of the point cloud depends on the sensor characteristics (scan frequency and repetition rate), as well the flight parameters. Assuming that the scanner is pulsing and oscillating at a fixed rate, the point cloud density depends on the flight altitude and speed of the aircraft.
Various use cases might require different point cloud parameters, e.g., for power line modeling you might want dense point cloud with over 100 points per square meter, while for creating Digital Terrain Model of a rural area 10 pts/m2 cloud be good enough.
It is also important to understand that LiDAR sensor is only sampling positions without RGB, creating a monochrome dataset which can be challenging to interpret. To make it more meaningful, the data is often visualized using false-color based on reflectivity or elevation.
It is possible to overlay color on the LiDAR data in post-processing based on images or other data sources however this adds some complexity to the process. The color can also be added based on classification (classifying each point to a particular type/group of objects, e.g., trees, buildings, cars, ground, electric wires).
Photogrammetry, on the other hand, can generate full-color 3D and 2D models (in the various light spectrum) of the terrain that is easier to visualize and interpret than LiDAR. The main outputs of photogrammetric surveys are raw images, ortophotomaps, Digital Surface Models and 3D points clouds created from stitching and processing hundreds or thousands of images. The outputs are very visual with a pixel size (or Ground Sampling Distance) even below 1cm.
With that in mind, photogrammetry seems to be the technology of choice for use cases where visual assessment is required (e.g., construction inspections, asset management, agriculture). LiDAR, on the other hand, has certain characteristics that make it important for particular use cases.
Laser beams as an active sensor technology can penetrate vegetation. LiDAR is able to get through gaps in the canopy and reach the terrain and objects below, so it can be useful for generating Digital Terrain Models.
LiDAR is also particularly useful for modeling narrow objects such as power lines or telecom towers as photogrammetry might not recognize narrow and poorly visible objects. Besides, LiDAR can work in poor lighting conditions and even at night. Photogrammetry points clouds are more visual (each pixel has RGB), but often with generalized details, so it might be appropriate for objects where a lower level of geometric detail is acceptable but visual interpretation is essential.
ACCURACY
Let’s start with defining what the accuracy is. In surveying, accuracy always has two dimensions: relative and absolute. Relative accuracy is the measurement of how objects are positioned relative to each other. Absolute accuracy refers to the difference between the location of the objects and their true position on the Earth (this is why any survey can have a high relative but low absolute accuracy).
LiDAR is one of the most accurate surveying technologies. This is particularly the case for terrestrial lasers where the sensor is positioned on the ground, and its exact location is measured using geodetic methods. Such a setup allows achieving sub-centimeter level accuracies.
Achieving a high level of accuracy with aerial LiDAR is however much more difficult as the sensor is on the move. This is why the airborne LiDAR sensor is always coupled with IMU (inertial motion unit) and GNSS receiver, which provide information about the position, rotation, and motion of the scanning platform. All of these data are combined on the fly and allow achieving high relative accuracy (1-3cm) out of the box. Achieving high absolute accuracies requires adding 1-2 Ground Control Points (GCPs) and several checkpoints for verification purposes. In some cases when additional GNSS positioning accuracy is needed, one can use advanced RTK/PPK UAV positioning systems.
Photogrammetry also allows achieving 1-3 cm level accuracies however it requires significant experience to select appropriate hardware, flight parameters and process the data appropriately. Achieving high absolute accuracies requires using RTK/PPK technology and additional GCPs or can be based purely on a large number of GCPs. Nonetheless, using $500 DJI Phantom-class drone with several GCPs, you can easily achieve 5-10cm absolute accuracy for smaller survey areas, which might be good enough for most of the use cases.
DATA ACQUISITION, PROCESSING, AND EFFICIENCY
There are also significant differences in the acquisition speed between the two. In photogrammetry one of the critical parameters required to process the data accurately is image overlap that should be at the level of 60-90% (front and side) depending on the terrain structure and hardware applied. The typical LiDAR survey requires only 20-30% overlap between flight lines, which makes the data acquisition operations much faster.
Additionally, for high absolute accuracy photogrammetry requires more Ground Control Points to achieve LiDAR level accuracy. Measuring GCPs typically require traditional land surveying methods which mean additional time and cost.
Moreover, LiDAR data processing is very fast. Raw data require just a few minutes of calibration (5-30min) to generate the final product. In photogrammetry, data processing is the most time-consuming part of the overall process. In addition, it requires powerful computers that can handle operations on gigabytes of images. The processing takes on average between 5 to 10 times longer than the data acquisition in the field.
On the other hand, for many use cases such as power line inspections, LiDAR point clouds require additional classification which might be very labor intensive and often needs expensive software (e.g., TerraScan).
COST
When we look at the overall cost of LiDAR and photogrammetry surveys, there are multiple cost items to be considered. First of all the hardware. UAV LiDAR sensor sets (scanner, IMU, and GNSS) cost between $50.000-$300.000, but for most use cases the high-end devices are preferable. When you invest so much in a sensor, you don’t want to crash it accidentally. With that in mind, most users spend additional $25.000-$50.000 for the appropriate UAV platform. It all adds up to $350.000 for a single surveying set which is equivalent to 5x Telsa Model S. Quite pricey.
For photogrammetry, all you need is a camera-equipped drone, and these tend to be much cheaper. In the $2.000-$5.000 range, you can find a wide selection of professional multirotor devices such as DJI Inspire. For the price level of $5.000-$20.000 you can buy RTK/PPK enabled sets such us DJI Matrice 600 or fixed-wing devices Sensfly eBee and PrecisionHawk Lancaster.
Another cost item is a processing software. In case of LiDAR, it is typically added for free by a sensor manufacturer. However, post-processing, e.g. point cloud classification might require using 3rd party software, such as TerraScan that cost $20.000-$30.000 for a single license. Photogrammetry software prices are closer to the level of $200 a month per license.
Obviously, another important factor that influences the cost of the service is labor and time. Here, LiDAR has a significant advantage over photogrammetry, as it not only requires significantly less time to process the data but also to lay and mark GCPs. Overall depending on the use case business model it is not given that
Overall, depending on the use case and business model photogrammetry services are typically cheaper than LiDAR simply because the investment in the hardware has to be amortized. However, in some cases, the efficiency gains that come with LiDAR can compensate for the sensor cost.
CONCLUSIONS
When comparing LiDAR and photogrammetry, it is a key to understand that both technologies have their applications as well as limitations, and in the majority of use cases they are complementary. None of these technologies is better than the other and none of them will cover all the use cases.
LiDAR should be certainly used when for surveying narrow structures such as power lines or telecom towers and for mapping areas below tree canopy. Photogrammetry will be the best option for projects that require visual data, e.g., construction inspections, asset management, agriculture. For many projects, both technologies can bring valuable data (e.g., mines or earthworks) and the choice of method depends on a particular use case as well as time, budget, and capturing conditions among other.
LiDAR and photogrammetry are both powerful technologies if you use them the right way. It is clear that with decreasing prices of hardware and software it will become more and more available. Both technologies are still in its early days when it comes to UAV applications and in the following years, we will undoubtedly witness further disruptions (especially when it comes to hardware prices, and machine learning software automation). Stay tunes. We will keep you posted.
LiDAR is an acronym for Light Detection and Ranging. It is an active remote sensing technology that measures distance by illuminating a target with a laser and analyzing the reflected light. It is similar to RADAR but instead of using radio signals, it uses laser pulses. LiDAR depends on Infrared, ultraviolet and visible rays to map out and image objects. By illuminating the target using a laser beam, a 3D point cloud of the target and its surrounding can be generated. Three types of information can be obtained using LiDAR:
• Range to target (Topographic LiDAR)
• Chemical Properties of target (Differential Absorption LIDAR)
• Velocity of Target (Doppler LiDAR)
History of LiDAR
The initial attempts were made in the early 1930s to measure the air density profiles in the atmosphere by determining the scattering intensity from the searchlight beams. LiDAR was first created in 1960 shortly after the invention of the laser. The very first initial attempts at LiDAR were made by combining the laser-focused imaging with the ability to calculate distances by measuring the time for a signal to return using appropriate sensors and data acquisition electronics. The first LiDAR application came in meteorology where the National Centre for Atmospheric Research used it to measure clouds.
LiDAR’s accuracy and usefulness was made available to the public first in 1971 during the Apollo 15 Mission. During this mission, astronauts used a laser altimeter map to obtain the correct topographical representation of the moon. The first commercial airborne LiDAR system was developed in 1995.
Accuracy of LiDAR
The accuracy of LiDAR technology is no longer in doubt. LiDAR applications varies in a number of fields across all industries in the world. The most common application of LIDAR is in the field of forestry and agriculture and most recently in the field of autonomous cars. In considering driverless cars, for instance, the accuracy of LiDAR is guaranteed in the sense that manufacturers of these cars trust the technology to maintain order and avoid any incidences on the road. Autonomous cars depend on the laser pulses to measure the distance between the vehicle and any proximate vehicle. The laser pulses are transmitted at the speed of light towards an object and the time taken for the laser pulses to hit the target is recorded. The laser pulses are consequently reflected back to the transmitter and the time taken for the reflected pulse to hit the transmitter is also recorded.
This cycle is repeated over a number of times and the distance between the vehicle and the object can then be calculated. As the distance between the vehicle and the object reduces, the vehicle’s onboard diagnostics are able to decide whether or not to apply the brakes.
A better understanding of the accuracy of LiDAR is perhaps best described on the speed guns often used by cops. The speed guns employ the use of LiDAR technology to determine accurately the speed of approaching vehicles. Previously, radar was used to acquire these speeds but the accuracy of the system was always in doubt. Radar shoots out a short, high-intensity burst of high-frequency radio waves in a cone-shaped pattern. Officers who have been through the painfully technical 40-hour Doppler radar training course know it will detect a variety of objects within that cone pattern, such as the closest target, the fastest moving target or the largest target. Officers are trained to differentiate and properly match targets down range to the radar readings they receive. Under most conditions, skilled users get good results with radar, and it is found to be most effective for open stretches of roadway. But for more congested areas, locking radar on a specific target is more difficult.
Experts opine that Laser systems are more accurate when it comes to providing traffic and speed analysis as compared to other systems including radar. A laser can point at a specific vehicle in a group while radar cannot. A laser beam is a mere 18 inches wide at 500 feet compared to a radar beam’s width of some 150 feet.
A hill road may be defined as the one which passes through a terrain with a cross slope of 25% or more. There may be sections along hill roads with the cross slope less than 25%, especially when the road follows a river route. Even then these sections are also referred to as hill roads. Hence, to establish a hill road overall terrain must be taken into account.
The hilly regions generally have extremes of climatic conditions, difficult and hazardous terrains, topography and vast high altitude areas. The region is sparsely populated and basic infrastructural facilities available in plain terrain are absent. Hence, a strong stable and feasible road must be present in hilly areas for overall development of other sectors as well.
IRC:SP:73-2015 and IRC:SP:84-2014 have merged the Mountainous and Steep Terrain having Cross Slope more than 25%.
2. Design Issues in Hill Roads
Design and Construction of Hill roads are more complex than in plain terrain due to factors summarized below:
Highly broken relief with vastly differing elevations and steep slopes, deep gorges etc. which increases road length.
The geological condition varies from place to place.
Variation in hydro-geological conditions.
Variation in the climatic condition such as the change in temperature due to altitude difference, pressure variation, precipitation increases at greater height etc.
High-speed runoff due to the presence of steep cross slopes.
Filling may overload the weak soil underneath which may trigger new slides.
Need of design of hairpin bends to attain heights.
Need to save Commercial and Residential establishments close to the road.
Need to save the ecology of the hills.
3. Special Consideration in Hill Road Design
a – Alignment of Hill Roads
The designer should attempt to choose a short, easy, economical and safe comforting route.
b – General considerations
When designing hill roads the route is located along valleys, hill sides and if required over mountain passes.
Due to complex topography, the length of the route is more.
In locating the alignment special consideration should be made in respect to the variations in:
Temperature
Rainfall
Atmospheric pressure and winds
Geological conditions
Resettlement and Rehabilitation considerations
Environment Considerations
c – Temperature
Air temperature in the hills is lower than in the valley. The temperature drop being approximately 0.5° per 100 m of rising.
On slopes facing south and southwest snow disappears rapidly and rain water evaporates quickly while on slopes facing north and northeast rain water or snow may remain for the longer time.
Unequal warming of slopes, sharp temperature variations and erosion by water are the causes of slope failure facing south and southwest.
d – Rainfall
Rainfall generally increases with increase in height from sea level.
The maximum rainfall is in the zone of intensive cloud formation at 1500-2500 m above sea level. Generally, the increase of rainfall for every 100 m of elevation averages 40 to 60 mm.
In summer very heavy storms/cloud burst may occur in the hills and about 15 to 25% of the annual rainfall may occur in a single rainfall. The effects of these types of rainfall are serious and should be considered in design.
e – Atmospheric pressure and winds
Atmospheric pressure decreases with increase in elevation.
At high altitudes, the wind velocities may reach up to 25-30 m/s and depth of frost penetration is also 1.5 to 2 m.
Intensive weathering of rocks because of sharp temperature variations.
f – Geological conditions
The inclination of folds may vary from horizontal to vertical stratification of rock. These folds often have faults. Limestone or sandstone folds may be interleaved with layers of clay which when wetted may cause fracturing along their surface. This may result in shear or slip fold.
The degree of stability of hill slopes depends on types of rock, degree of strata inclination or dip, occurrence of clay seams, the hardness of the rocks and presence of ground water.
When locating the route an engineer must study the details of geological conditions of that area and follow stable hill slopes where no ground water, landslides, and unstable folds occur.
g – Resettlement and Rehabilitation
Due to limited availability of flat areas and connectivity issues, most of the residential and commercial activity happens very close to the road leading to large scale R&R and becomes a challenge in alignment design.
h – Environment
Hills are ecologically sensitive areas relatively untouched by human activity. The alignment design must attempt to minimize tree cutting and large scale earth filling/cutting to minimize damage.
4. Route Selection
Hill road alignment may follow alignment at Valley bottom or on a ridge depending on the feasibility of the road. The first is called River route and the second is called Ridge route.
a – River route
Most frequent case of hill alignment as there is a great advantage of running a road at a gentle gradient.
Runs through lesser horizontal curvature.
Requirements for the construction of bridges over tributaries.
Construction of special retaining structures and protection walls on hill side for safe guarding the road against avalanches in high altitude areas.
Benefit of low construction cost and operation cost.
b – Ridge route
Characterized by the very steep gradient.
Large number of sharp curves occurs on the road with hair pin bends.
Extensive earthwork is required.
The requirement for the construction of special structures.
High construction and operation cost.
5. Engineering Data for Design
The design data includes:
The terrain classification all along the alignment – to be established through topographic data/ Contours of the area using Satellite Imagery.
All features like river course, streams, cross-drainage structures (for existing alignment), flooding areas, high flood levels, landslide areas, snow/avalanche prone areas etc.
River Morphology and Regime data.
Chainage wise inventory of the side slope material type i.e. soil with classification and properties, rock type and its structural geology of the area.
Hydrological data for all stream and river crossings.
Available material and resources that can be used in the road construction.
Geometric standards.
6 – Geometric Design Standards
a – Hill Road Capacity
Type of Road
Design Service Volume in PCU per day
As per IRC:SP:48-1998 and IRC:52- 2001
As per IRC:SP:73-2015 & IRC:SP:84-2014
For Low Curvature (0-200 degrees per km)
For High Curvature (above 0-200 degrees per km)
Level of Service ‘B’
Level of Service ‘C’
Single lane
1,600
1,400
–
–
Intermediate lane
5,200
4,500
–
–
Two Lane
7,000
5,000
9,000
–
Four Lane
–
–
20,000
30,000
b – Design Speed:
The design speed for various categories of hill roads are given below:
Road Classification
As per IRC:SP:48-1998 and IRC:52- 2001
As per IRC:SP:73-2015 & IRC:SP:84-2014
Mountainous Terrain
Steep Terrain
Mountainous and Steep Terrain
Ruling
Minimum
Ruling
Minimum
Ruling
Minimum
National and State Highways
50
40
40
30
60
40
Major District Roads
40
30
30
20
–
–
Other District Roads
30
25
25
20
–
–
Village Roads
25
20
25
20
–
–
c – Sight Distance:
Visibility is an important requirement for safety on roads.
It is necessary that sight distance of sufficient length is available to permit drivers enough time and distance to stop their vehicles to avoid accidents.
Design Speed (Km/h)
As per IRC:SP:48-1998 and IRC:52- 2001
As per IRC:SP:73-2015 & IRC:SP:84-2014
Mountainous and Steep Terrain
Stopping Sight Distance (m)
Intermediate Sight Distance (m)
Safe Stopping Sight Distance (m)
Desirable Minimum Sight Distance (m)
20
20
40
–
–
25
25
50
–
–
30
30
60
–
–
35
40
80
–
–
40
45
90
45
90
50
60
120
60
120
60
–
–
90
180
d – Minimum Radius of Horizontal curves
Classification
As per IRC:SP:48-1998 and IRC:52- 2001
As per IRC:SP:73-2015 & IRC:SP:84-2014
Mountainous terrain
Steep terrain
Mountainous and Steep
Area not affected by snow
Snow Bound Areas
Area not affected by snow
Snow Bound Areas
Ruling Minimum
Absolute Minimum
Ruling Minimum
Absolute Minimum
Ruling Minimum
Absolute Minimum
Ruling Minimum
Absolute Minimum
Desirable Minimum Radius
Absolute Minimum Radius
National Highway and State Highways
80
50
90
60
50
30
60
33
150
75
Major District Roads
50
30
60
33
30
14
33
15
–
–
Other District Roads
30
20
33
23
20
14
23
15
–
–
Village Roads
20
14
23
15
20
14
23
15
–
–
e – Typical Cross-sections – 2 lane carriageway (as per IRC:SP:73-2015)
f – As per IRC:SP:48-1998 and IRC:52- 2001
Road Classification
Carriageway Width (m)
Shoulder Width (m)
National and State Highways
i) Single lane
3.75
2 x 1.25
ii) Double Lane
7.00
2 x 0.9
Major District Roads and Other District Roads
3.75
2 x 0.5
Village Roads
3.00
2 x 0.5
i –Typical Cross-sections – 4 Lane Carriageway Widening Towards Valley Side (as per IRC:SP:84-2014)
j –Typical Cross-sections – 4 Lane Carriageway Widening Towards Hill Side (as per IRC:SP:84-2014)
Over the last several thousand years, bridges have served one of the most important roles in the development of our earliest civilizations, spreading of knowledge, local and worldwide trade, and the rise of transportation.
Initially made out of most simple materials and designs, bridges soon evolved and enabled carrying of wide deckings and spanning of large distances over rivers, gorges, inaccessible terrain, strongly elevated surfaces and pre-built city infrastructures.
Starting with 13th century BC Greek Bronze Age, stone arched bridges quickly spread all around the world, eventually leading to the rise of the use of steel, iron and other materials in bridges that can span kilometers.
To be able to serve various roles, carry different types of weight, and span terrains of various sizes and complexities, bridges can strongly vary in their appearance, carrying capacity, type of structural elements, the presence of movable sections, construction materials and more.
Bridges by Structure
The core structure of the bridge determines how it distributes the internal forces of tension, compression, torsion, bending, and sheer . While all bridges need to handle all those forces at all times, various types of bridges will dedicate more of their capacity to better handle specific types of forces. The handling of those forces can be centralized in only a few notable structure members (such as with cable or cable-stayed bridge where forces are distributed in a distinct shape or placement) or be distributed via truss across the almost entire structure of the bridge.
Arch Bridges
Arch bridges – use arch as a main structural component (arch is always located below the bridge, never above it). With the help of mid-span piers, they can be made with one or more arches, depending on what kind of load and stress forces they must endure. The core component of the bridge is its abutments and pillars, which have to be built strong because they will carry the weight of the entire bridge structure and forces they convey.
Galena Creek Bridge, a cathedral arch bridge
Arch bridges can only be fixed, but they can support any decking fiction, including transport of pedestrians, light or heavy rail, vehicles and even be used as water-carrying aqueducts. The most popular materials for the construction of arch bridges are masonry stone, concrete, timber, wrought iron, cast iron and structural steel.
Examples of arch bridge are “Old Bridge” in Mostar, Bosnia, and Herzegovina, and The Hell Gate Bridge in New York. The oldest stone arch bridge ever is Greek Arkadiko Bridge which is over 3 thousand years old. The longest stone arch bridge is Solkan Bridge in Slovenia with an impressive span of 220 meters.
Beam Bridges
Beam bridges – employ the simplest of forms – one or several horizontal beams that can either simply span the area between abutments or relieve some of the pressure on structural piers. The core force that impacts beam bridges is the transformation of vertical force into shear and flexural load that is transferred to the support structures (abutments or mid-bridge piers).
Rio Grande in Las Cruces bridge
Because of their simplicity, they were the oldest bridges known to man. Initially built by simply dropping wooden logs over short rivers or ditches, this type of bridge started being used extensively with the arrival of metalworks, steel boxes, and pre-stressed construction concrete. Beam bridges today are separated into girder bridges, plate girder bridges, box girder bridges and simple beam bridges.
Individual decking of the segmented beam bridge can be of the same length, variable lengths, inclined or V-shaped. The most famous example of beam bridge is Lake Pontchartrain Causeway in southern Louisiana that is 23.83 miles (38.35 km) long.
Truss bridges – is a very popular bridge design that uses a diagonal mesh of most often triangle-shaped posts above the bridge to distribute forces across almost entire bridge structure. Individual elements of this structure (usually straight beams) can endure dynamic forces of tension and compression, but by distributing those loads across entire structure, entire bridge can handle much stronger forces and heavier loads than other types of bridges.
Common types of truss bridges
The two most common truss designs are the king posts (two diagonal posts supported by single vertical post in the center) and queen posts (two diagonal posts, two vertical posts and horizontal post that connect two vertical posts at the top). Many other types of the truss are in use – Allan, Bailey, Baltimore, Bollman, Bowstring, Brown, Howe, Lattice, Lenticular, Pennsylvania, Pratt, and others.
Admiral T.J. Lopez Bridge
Truss bridges were introduced very long ago, immediately becoming one of the most popular bridge types thanks to their incredible resilience and economic builds that require a very small amount of material for construction. The most common build materials used for truss bridge construction are timber, iron, steel, reinforced concrete and prestressed concrete. The truss bridges can be both fixed and moveable.
Cantilever Bridges
Cantilever bridges – are somewhat similar in appearance to arch bridges, but they support their load, not through a vertical bracing but trough diagonal bracing with horizontal beams that are being supported only on one end. The vast majority of cantilever bridges use one pair of continuous spans that are placed between two piers, with beams meeting on the center over the obstacle that bridge spans (river, uneven terrain, or others). Cantilever bridge can also use mid-bridge pears are their foundation from which they span in both directions toward other piers and abutments.
Howrah Bridge, Kolkata
The size and weight capacity of the cantilever bridge impact the number of segments it uses. Simple pedestrian crossings over very short distances can use simple cantilever beam, but larger distances can use either two beams coming out of both abutments or multiple center piers. Cantilever bridges cannot span very large distances. They can be bare or use truss formation both below and above the bridge, and most popular constriction material are structural steel, iron, and prestressed concrete.
Same of the most famous cantilever bridges in the world are Quebec Bridge in Canada, Forth Bridge in Scotland and Tokyo Gate bridge in Japan.
Tokyo Gate bridge in Japan
Tied Arch Bridges
Tied arch bridges – are similar in design to arch bridges, but they transfer the weight of the bridge and traffic load to the top chord that is connected to the bottom cords in bridge foundation. The bottom tying cord can be reinforced decking itself or a separate deck-independent structure that interfaces with tie-rods.
Generic tied-arch bridge with a movable support on the right side
They are often called bowstring arches or bowstring bridges and can be created in several variations, including shouldered tied-arch, multi-span discrete tied-arches, multi-span continuous tied-arches, single tied-arch per span and others. However, there is a precise differentiation between tied arch bridges and bowstring arch bridges – the latter use diagonally shaped members who create a structure that transfer forces similar to in truss bridges.
Tied arch bridges can be visually very stunning, but they bring with them costly maintenance and repair.
The Fort Pitt Bridge is a tied-arch bridge. The arches terminate atop slender raised piers and are tied by the road deck structure
Suspension Bridges
Suspension bridges – utilize spreading ropes or cables from the vertical suspenders to hold the weight of bridge deck and traffic. Able to suspend decking over large spans, this type of bridge is today very popular all around the world.
View of the Chain Bridge invented by James Finley Esq.” (1810) by William Strickland. Finley’s Chain Bridge at Falls of Schuylkill (1808) had two spans, 100 feet and 200 feet
Originally made even in ancient times with materials such as ropes or vines, with decking’s of wood planks or bamboo, the modern variants use a wide array of materials such as steel wire that is either braided into rope or forged or cast into chain links. Because only abutments and piers (one or more) are fixed to the ground, the majority of the bridge structure can be very flexible and can often dramatically respond to the forces of wind, earthquake or even vibration of on-foot or vehicle traffic.
Some of the most famous examples of suspension bridges are Golden Gate Bridge in San Francisco, Akashi Kaikyō Bridge in Japan, and Brooklyn Bridge in New York City.
Akashi Kaikyō Bridge in Japan
Cable-Stayed Bridges
Cable-stayed bridges – use deck cables that are directly connected to one or more vertical columns (called towers or pylons) that can be erected near abutments or in the middle of the span of the bridge structure. Cables are usually connected to columns in two ways – harp design (each cable is attached to the different point of the column, creating the harp-like “strings” and “fan” designs (all cables connect to one point at the top of the column). This is a very different type of cable-driven suspension than in suspension bridges, where decking is held with vertical suspenders that go up to main support cable.
Suspension bridge
Cable-stayed bridge, fan design
Originally constructed and popularized in the 16th century, today cable-stayed bridges are a popular design that is often used for spanning medium to long distances that are longer than those of cantilever bridges but shorter than the longest suspension bridges. The most common build materials are steel or concrete pylons, post-tensioned concrete box girders and steel rope. These bridges can support almost every type of decking (only not including heavy rail) and are used extensively all around the world in several construction variations.
The famous Brooklyn Bridge is a suspension bridge, but it also has elements of cable-stayed design.
Brooklyn Bridge
Fixed or Moveable Types
The vast majority of all bridges in the world are fixed in place, without any moving parts that forces them to remain in place until they are demolished or fall due to unforeseen stress or disrepair. However, some spaces are in need of multi-purpose bridges which can either have movable parts or can be completely moved from one location to another. Even though these bridges are rare, they serve an important function that makes them highly desirable.
Fixed Bridges
Fixed – Majority of bridges constructed all around the world and throughout our history are fixed, with no moveable parts to provide higher clearance for river/sea transport that is flowing below them. They are designed to stay where they are made to the time they are deemed unusable due to their age, disrepair or are demolished. Use of certain materials or certain construction techniques can instantly force bridge to be forever fixed. This is most obvious with bridges made out of construction masonry, suspension and cable-stayed bridges where a large section of decking surface is suspended in the air by the complicated network of cables and other material.
Small and elevated bridges like Bridge of Sighs, ancient stone aqueducts of Rome such as Pont du Gard, large medieval multi-arched Charles Bridge, and magnificent Golden Gate Bridge are all examples of bridges that are fixed.
Temporary Bridges
Temporary bridges – Temporary bridges are made from basic modular components that can be moved by medium or light machinery. They are usually used in military engineering or in circumstances when fixed bridges are repaired, and can be so modular that they can be extended to span larger distances or even reinforced to support heightened loads. The vast majority of temporary bridges are not intended to be used for prolonged periods of time on single locations, although in some cases they may become a permanent part of the road network due to various factors.
The simples and cheapest temporary bridges are crane-fitted decking made out of construction wood that can facilitate passenger passage across small spans (such as ditches). As the spans go longer and loads are heightened, prefabricated bridges made out of steel and iron have to be used. The most capable temporary bridges can span even distances of 100m using reinforced truss structure that can facilitate even heavy loads.
Moveable Bridges
Moveable bridges – Moveable bridges are a compromise between the strength, carrying capacity and durability of fixed bridges, and the flexibility and modularity of the temporary bridges. Their core functionality is providing safe passage of various types of loads (from passenger to heavy freight), but with the ability to move out of the way of the boats or other kinds of under-deck traffic which would otherwise not be capable of fitting under the main body of the bridge.
Movable Bridge in Chicago, USA
Most commonly, movable bridges are made with simple truss or tied arch design and are spanning rivers with little to medium clearance under their main decks. When the need arises, they can either lift their entire deck sharply in the air or sway the deck structure to the side, opening the waterway for unrestricted passage of ships. While the majority of the moveable bridges are small to medium size, large bridges also exist.
The most famous moveable bridge in the world is London Tower Bridge, whose clearance below the decking rises from 8.6m to 42.5m when opened.
Types by Use
When thinking about bridges, everyone’s first thought are structures that facilitate easy passenger and car traffic across bodies of water or unfriendly terrain. However, bridges can be versatile and can support many different types of use. Additionally, some bridges are designed in such way to support multiple types of use, combining, for example, multiple car traffic lanes and pedestrian or bicycle passageways (such as a present on the famous Brooklyn Bridge in New York City).
Pedestrian Bridges
Pedestrian bridges – The oldest bridges ever made were designed to facilitate passenger travel over small bodies of water or unfriendly terrain. Today, they are usually made in urban environments or in terrain where car transport is inaccessible (such as rough mountainous terrain, forests, swamps, etc.). Since on-the foot or bicycle passenger traffic does not strain the bridges with much weight, designs of those bridges can be made to be more extravagant, elegant, sleek and better integrated with the urban environment or created with cheaper or less durable materials. Many modern pedestrian-only bridges are made out of modern material, while some tourist pedestrian bridges feature more exoteric designs that even include transparent polymers in the decking, enabling users unrestricted view to the area below the bridge.
Charles Bridge as viewed from Petřínská rozhledna
While the majority of modern pedestrian bridges were made from the start to facilitate only on-foot access (such as Venice’s Ponte Vecchio and Rialto bridge), other bridges can be transformed from other purposes to pedestrian-only function (such as Prague’s historic Charles bridge).
Car Traffic
Car Traffic – This is the most common usage of the bridge, with two or more lanes designed to carry car and truck traffic of various intensities. Modern large bridges usually feature multiple lanes that facilitate travel in a single direction, and while the majority of bridges have a single decking dedicated to car traffic, some can even have an additional deck, enabling each deck to be focused on providing travel in a single direction.
Double-decked Bridges
Double-decked bridges – Multi-purpose bridges that provide an enhanced flow of traffic across bodies of water or rough terrain. Most often they have a large number of car lanes, and sometimes have dedicated area for train tracks. For example, in addition to multiple car lanes on the main decking, famous Brooklyn Bridge in NYC features an isolated bicycle path.
Train Bridges
Train bridges – Bridges made specifically to carry one or multiple lanes of train tracks, although in some cases train tracks can also be placed beside different deck type, or on different decking elevation. After car bridges, train bridges are the second-most-common type of bridges.
Cikurutug Bridge, Indonesia
First train bridges started being constructed during the early years of European Industrial Revolution as means of enabling faster shipment of freight between ore mines and ironworks factories. With the appearance of safe passenger locomotives and cars, the rapid expansion of railway networks all around Europe, US and Asia brought the need for building thousands of railway bridges of various sizes and spans.
Pipeline Bridges
Pipeline Bridges – Less common as a standalone bridge type, pipeline bridges are constructed to carry pipelines across water or inaccessible terrains. Pipelines can carry water, air, gas and communication cables. In modern times, pipeline networks are usually incorporated in the structure of existing or newly built bridges that also house regular decking that facilitates pedestrian, car or railway transport.
A pipeline bridge carrying the Trans-Alaska Pipeline
Pipeline bridges are usually very lightweight and can be supported only with the basic suspension bridge construction designs. In many cases, they are also equipped with walkways, but they are almost exclusively dedicated for maintenance purposes and are not intended for public use.
Aqueducts
Aqueducts – are ancient bridge-like structures that are part of the larger viaduct networks intended to carry water from water-rich areas to sometimes very distant dry cities. Because of the need to maintain a low but constant drop of elevation of the main water-carrying passageway, aqueducts are very precisely created structures that sometimes need to reach very high elevations and maintain rigid structure while spanning large distances. The largest aqueducts are made of stone and can have multiple tiers of arched bridges created one on top of each other.
The aqueduct at Querétaro city
The modern equivalent of the ancient aqueduct bridges are pipeline bridges, but while the viaduct network used natural force of gravity to push water toward the desired destination, modern pipeline networks use electric pumps to propel water and other material.
Commercial Bridges
Commercial bridges – These are bridges that host commercial buildings such as restaurants and shops. Most commonly used in medieval bridges created in urban environments where they took advantage of the constant flow of pedestrian traffic, today these kinds of bridges are rarely constructed with a notable amount of them being found in modern India. Slovakia’s city of Bratislava is a home of a car passageway bridge with a large tower that hosts a restaurant on top of it.
Medieval bridges are much more commonly known for their commercial applications. Italy is home to two of the best known commercial bridges in the world – the famous multi-tiered Ponte Vecchio in the city center of Florence, and brilliant white Rialto Bridge that spans the scenic Grand Canal in Venice. Both feature numerous shops that offer tourist memorabilia and jewelry.
Types by Materials
The core function of the bridge is to span a stable decking intended for the transport of pedestrians, cars or trains while enduring weight of its core structure, the weight of the traffic, and the natural forces that slowly but surely erode its durability. Various materials can help bridge designers to achieve their goal, and provide stable and long-lasting bridges that require varying levels of maintenance (and in cases of historic bridges, restorations). Here is the breakdown of all the common types of materials that are used in historical and modern bridge building:
Natural Materials
Bridges of natural materials – The first bridges ever made were constructed from unprocessed natural materials, starting from simple wooden logs that were placed across small rivers or ditches, to the large rope-tied bridges that are constructed over large canyons and mountain ranges in inhospitable areas of Asia.
Wood
Wood (Wooden bridges) – Wood is an excellent material that can be used for the creation of small to medium-sized bridges that are best suited for pedestrian or low-weight car transport. In modern times, wooden bridges are most commonly found for spanning short distances or being used to transport people, cars, and livestock over rough terrain or small rivers in Covered Bridges.
Stone
Stone (Stone bridges) – Stone is an excellent long-lasting natural material that can be used for the construction of bridges that can last for centuries. Stone pieces can even be used to construct very large bridge structures that don’t even use concrete – such as in Pont du Gard aqueduct in southern France that uses the weight of individual stones to make an entire 48.8 m high and 275 m structure stable for two thousand years.
Concrete and Steel
Concrete and Steel bridges – Durable, long-lasting and highly versatile modern materials that are today used for the creation of countless types of bridge designs. Coupled with the presence of cables and other modern materials, these types of bridges represent the majority of all the bridges that are currently in public pedestrian, car, and train transport use today.
Advanced Materials
Bridges of advanced materials – As decades go on, modern industry enables bridge builders to gain access to wide array of advanced materials that offer noticeable advantages over traditional construction processes.