Arches are captivating structural elements, renowned for their elegance and efficiency in spanning large distances. However, their analysis becomes more complicated when they possess additional internal supports or fixed ends, leading to statically indeterminate structures.
Arches can be constructed using a variety of materials such as reinforced concrete, steel, or timber. Reinforced concrete arch bridges offer a viable solution for bridge systems spanning large distances. Arches are occasionally employed in roof structures, but their primary use lies in bridges.
There is a spectrum of arch configurations to satisfy different design needs. These configurations can be broadly categorized by the number of hinges present:
Three-hinged arches: These arches possess the simplest support condition, with hinges at both ends and one at the crown. Three-hinged arch structures are statically determinate, which makes the analysis easier.
Two-hinged arches: These arches incorporate hinges at only two locations, typically at the supports. This additional constraint introduces static indeterminacy, requiring more advanced analysis techniques.
Fixed-end arches: These arches are rigidly connected to their supports, preventing rotations. This configuration offers superior load-carrying capacity but necessitates the most complex analytical methods due to static indeterminacy.
Arches can be further classified based on their geometric properties:
Symmetry: The arch can be symmetrical about its central axis, offering a balanced aesthetic and potentially simplified analysis. Conversely, unsymmetrical arches may be required for specific site constraints.
Alignment: An arch structure can be right-angled, following a straight line, or skewed, deviating from a straight path to accommodate topographical features.
Singularity or Repetition: An arch bridge may consist of a single arch or a series of interconnected arches, often employed for longer spans. These interconnected arches may exhibit a degree of mutual dependence in their load-carrying behaviour, requiring careful consideration during analysis and construction.
This article is focused on the structural analysis of statically indeterminate arch structures.
Statically Indeterminate Arch Structures
The figure below shows various configurations of statically indeterminate arches, comprising:
two-hinged arches with and without tie rods,
a one-hinged arch, and
an arch with fixed supports.
The force method in its canonical form is the most effective approach for analyzing statically indeterminate arches. The number of unknown variables in this method directly correlates to the number of hinges present in the arch:
Two-hinged arches: One primary unknown
One-hinged arches: Two unknowns
Hingeless arches (fixed ends): Three unknowns
In three-hinged arches specifically, the distribution of internal forces is heavily influenced by the shape of the neutral line (e.g., parabolic, circular). This characteristic must be factored into the calculation of unit coefficients and free terms within the canonical equations. In the general case, these coefficients and terms depend on bending moments, shear forces, and axial forces within the structure.
Notably, when calculating displacements, only bending moments in the arch itself and the axial force in any tie rod are considered, while shear and axial forces within the arch itself can be neglected.
The inherent curvature of the arch axis introduces limitations when employing the graph multiplication method, leading to approximate results. Unlike three-hinged arches, redundant arches (those with a higher number of unknowns than equilibrium equations) – akin to any statically indeterminate structure – experience internal forces due to factors beyond applied loads.
These factors include support displacements, temperature difference, and fabrication errors. In the case of masonry or concrete arches, concrete shrinkage must be specifically considered, as this material property contributes to the generation of additional stresses within the structure.
Steps in the Analysis of Indeterminate Arches
The procedure for analysis of statically indeterminate arches is as follows:
Choose the primary system of the force method.
Accept the simplified model of the arch, i.e., the arch is divided into several portions and each curvilinear portion is changed by straight member. Calculate the geometrical parameters of the arch at specified points.
Calculate the unit and loaded displacements, neglecting the shear and axial forces in arch. Computation of these displacements may be performed using the graph multiplication method.
Find the primary unknown using canonical equations of the force method.
Construct the internal force diagrams.
Calculate the reactions of supports and provide their verifications.
Solved Example
A two-hinged arch structure is loaded as shown below. Obtain the support reactions, bending moments, shear force, and axial force diagrams at the designated critical points (1, 2, C, 3 and 4). EI = Constant
Solution
A two-hinged arch is statically indeterminate to the first degree. A primary system can be obtained by removing one of the horizontal supports. The primary unknown X1 is therefore taken as the horizontal reaction at support A.
Geometrical properties of the arch The ordinate (y) at any point along a parabolic arch is given by;
y = [4yc (Lx – x2)] / L2 Where; yc = Height of the crown of the arch from the base L = Length of arch x = Horizontal ordinate of interest Hence, y = [4 × 8 (45x – x2)] / 452
The general equation of the arch now becomes; y = 0.7111x – 0.0158x2 ———- (1)
Differentiating equation (1) with respect to x dy/dx = y’ = 0.7111 – 0.0316x ———— (2)
From trigonometric relations, we can verify that; Sin θ = y’/[1 + (y’)2]0.5 —————- (3) Cos θ = 1/[1+ (y’)2]0.5 —————- (4)
From the above relations, we can carry out the calculations for obtaining the geometrical properties of the arch structure.
Let us consider point A (support A of the structure);
Point A: x = 0, and y = 0; From equation (2) above, y’ = 0.7111; Thus, Sin θ = 0.7111/[1 + (0.7111)2]0.5 = 0.579 Cos θ = 1/[1 + (0.7111)2]0.5 = 0.815
Point 2: x = 7.5m From equation (1), y = 0.7111(7.5) – 0.0158(7.5)2 = 4.444 m; dy/dx = y’ = 0.7111 – 0.0316(7.5) = 0.4741 Thus, Sin θ = (0.4741)/[1 + (0.4741)2]0.5 = 0.4284 Cos θ = 1/[1 + (0.4741)2]0.5 = 0.903
For the entire arch structure, it is more convenient to set out the geometrical properties in a tabular form. See the Table below;
Point
x (m)
y (m)
y’
√[1 + (y’)2]
sin θ
cos θ
A
0
0
0.7111
1.227
0.5795
0.815
1
7.5
4.444
0.4741
1.1067
0.4284
0.903
2
15
7.111
0.2371
1.0277
0.2307
0.973
C
22.5
8.000
0.000
1.000
0.000
1.000
3
27.5
7.606
-0.1579
1.012
-0.156
0.988
4
35
5.533
-0.3949
1.075
-0.367
0.930
B
45
0
-0.711
1.227
-0.5795
0.815
The length of the chord between points n and n-1 equals; ln,n-1 = √[(xn – xn-1)2 + (yn – yn-1)2]
The Table of the bending moment in the unit and loaded state are shown below;
Point
M1 (unit state)
Mp (loaded state)
A
0.00
0.000
1
-4.444
159.375
2
-7.111
228.75
C
-8.000
298.125
3
-7.606
319.375
4
-5.533
257.5
B
0.000
0.000
The canonical equation for the structure is given by;
δ11X1 + ∆1P = 0
Computation of unit and loaded displacements
For the calculation of displacements, the Simpson’s formula can be employed. Unit and loaded displacements are;
where; li is the length of the ith straight portion of the arch; n number of the straight portions of the arch; a1, aP ordinates of the bending moment diagrams M1 and MP at the extreme left end of the portion; b1, bP ordinates of the same bending moment diagrams at the extreme right end of the portion; and c1, cPare the ordinates of the same bending moment diagrams at the middle point of the portion.
X1 is the unknown horizontal reaction (thrust) at support A. The final bending moment, axial, and shear force values can be computed by following the first principle, or by applying the equations below;
Mf = M1X1 + M0 Qf = Q1X1 + Q0 Nf = N1X1 + N0
Final Bending Moment
Point
M1 (unit state)
M0 (loaded state)
M1X1 + M0 (kNm)
A
0
0
0
1
-4.444
159.375
-16.127
2
-7.111
228.75
-52.07
C
-8
298.125
-17.81
3
-7.606
319.375
18.99
4
-5.533
257.5
38.99
B
0
0
0
Final Shear Force
Point
Q1
Q0
Q1X1 + Q0 (kN)
A
-0.597
17.318
-6.258
1L
-0.4248
19.188
2.411
1R
-0.4284
8.352
-8.56
2
-0.2307
9
-0.11
C
0
9.25
9.25
3
0.156
-0.741
5.419
4
0.367
-14.647
-0.153
B
0.597
-29.136
-5.559
Final Axial Force
Point
N1
N0
N1X1 + N0 (kN)
A
-0.815
-12.314
-44.49
1L
-0.903
-9.103
-44.76
1R
-0.903
-3.9627
-39.62
2
-0.973
-2.134
-40.55
C
-1
0
-39.49
3
0.988
-0.117
38.901
4
-0.93
-5.78
-42.50
B
-0.815
-20.717
-52.90
Software Applications
Due to the complexities involved in the analysis of indeterminate arch structures, structural analysis software plays a crucial role in practical applications. Popular software packages such as Staad Pro, SAP2000, RISA-3D, and Abaqus offer powerful tools for analyzing statically indeterminate arches. These software tools can handle a wide range of material properties, loading conditions, and geometric complexities, enabling efficient and accurate analysis.
The analysis of structures involves the determination of the internal forces (stresses) and deformations (displacements) under various loading conditions. Internal stresses and displacements in frames and other structures are used for the proper design of civil engineering structures.
Two prominent approaches are used in the analysis of statically indeterminate structures: the force method and the displacement method. The force method is also called the method of consistent deformations, while the displacement method is called the stiffness method.
Statically indeterminate structures are structures with additional constraints (redundant), such that the three equations of equilibrium are not sufficient for analysing them. While both the force method and the displacement method aim to achieve the same goal, their underlying principles differ significantly.
The application of the force method and displacement method extends beyond static analysis, encompassing stability and dynamic analysis as well. This discussion centres on a comparison of these two methods, presented in their classical forms.
Structural frames can be analysed used the force and displacement methods
Comparison of Force and Displacement Methods
Both methodologies necessitate the establishment of primary systems. Furthermore, the generation of bending moment diagrams for unit loads (forces or displacements) is integral to both approaches. In each method, the disparity between the primary system and the original structure is eliminated through the application of a set of well-defined equations.
A comprehensive delineation of the key differences between these methods is presented below.
Primary System
Force method: The primary system is obtained by removing redundant constraints (excess support reactions) from a structure. This makes the structure statically determinate and leaves it with the minimum number of reactions required to achieve static equilibrium.
Displacement method: The primary system is obtained by adding additional constraints (excess support reactions) to the structure. This makes the structure kinematically determinate and leaves it with no unknown rotations and translations.
Primary Unknowns
Force method: The primary unknowns are the forces and moments, representing the removed redundant from the structure. The reactions of the removed redundant are the primary unknowns.
Displacement methods: The primary unknowns are the rotations (slopes) and translations (deflections), representing the additional redundants added to the structure at the points of rotation and translation. The displacements of the added redundants are the primary unknowns.
Number of Primary Unknowns
Force method: Equals the degree of static indeterminacy.
Displacement method: Equals the degree of kinematic indeterminacy.
Way of Obtaining Primary System
Force method: The selection of a primary system for structural analysis is not unique when using the force method. Through strategic selection, all redundant constraints – those exceeding the minimum necessary for stability – can be eliminated and replaced with corresponding reactions (forces and moments) acting at the structure’s supports.
While the choice of which redundant constraints to eliminate is discretionary, the resulting primary system must be statically determinate and stable.
Displacement method: The construction of a primary system in the displacement method demands a unique approach. Each rigid joint within the structure requires the introduction of an additional constraint to prevent any angular rotation. Similarly, for every independent linear displacement (movement in a straight line) that the structure could potentially undergo, an additional constraint must be implemented.
This ensures the primary system represents a set of standard statically indeterminate beams – structures with more unknown forces, moments, and reactions than can be solved for using equilibrium equations alone. This level of indeterminacy necessitates further analysis techniques to determine the complete internal force distribution within the structure.
The number of canonical equations is equal to the number of the primary unknowns.
Meaning of Equations
Force Method: Total displacement in the direction of eliminated constraints caused by the action of all primary unknowns (forces or moments) and applied forces is zero.
Displacement method: The total reaction in the direction of introduced constraints caused by the action of all primary unknowns (linear or angular displacements) and applied forces is zero.
Character of Canonical Equations
Force Method: The nature of the canonical equation using the force method is kinematical: the left part of canonical equations represents displacements.
Displacement Method: The nature of the canonical equation using the displacement equation is statical: the left part of the canonical equations represents reactions.
Matrix of coefficients of canonical equations
Force Method:
Where A is the flexibility matrix.
Displacement Method:
Where R is the stiffness matrix.
Meaning of Unit Coefficients
Force Method: Unit displacement δik presents displacement in the direction of ith eliminated constraints due to primary unknown (force) Xk = 1
Displacement method: Unit reaction rik presents the reaction in the ith introduced constraints due to primary unknown (displacement) Zk = 1
Meaning of Free Terms
Force Method: Displacement ΔiP presents displacement in the direction of ith eliminated constraint due to applied forces.
Displacement method: Reaction RiP presents thereaction in the ith introduced constraint due to applied forces.
A General Overview
The Force Method
The force method, also known as the compatibility method or the method of consistent deformations, focuses on forces acting on a structure as the primary unknowns. The core principle revolves around establishing compatibility conditions that ensure the structure maintains its geometric integrity under load.
Here’s a breakdown of the key steps involved in the force method:
Determine the Degree of Statical Indeterminacy: The first step involves calculating the degree of statical indeterminacy (DSI). This value represents the number of redundant constraints (supports or connections) present in the structure. There are established formulas to determine DSI based on the structure’s geometry and support conditions.
Choose Redundant Unknowns: Identify the redundant constraints, and select an equal number of unknowns to replace them. These unknowns will typically be the forces or moments acting at the points where the redundant constraints were removed.
Construct the Primary Structure: Imagine a statically determinate structure (primary structure) derived from the original structure by eliminating all redundant constraints. This primary structure should be chosen strategically to simplify the analysis while maintaining stability.
Replace Eliminated Constraints with Primary Unknowns: At the locations where redundant constraints were removed in the primary structure, introduce the corresponding reactions (forces or moments) as unknowns in the analysis.
Form Compatibility Equations: Formulate a set of compatibility equations, equal in number to the degree of statical indeterminacy. These equations relate the displacements of specific points in the structure to the primary unknowns. They ensure that the structure maintains its geometric integrity under load.
Solve the System of Equations: Solve the system of equations, formed by the compatibility equations and the equilibrium equations applicable to the primary structure, with respect to the primary unknowns. This step typically involves matrix methods for larger and more complex structures.
Determine Remaining Reactions and Analyze the Structure: Once the primary unknowns (reactions due to the eliminated constraints) are determined, all other reactions within the original structure can be calculated using the principles of static equilibrium. With all internal forces and reactions known, a complete analysis of the structure’s behaviour under load can be performed.
Advantages of the Force Method
Clear Visualization of Forces: The focus on internal forces offers a clear understanding of the load distribution within the structure.
The force method gives the flexibility to select the most appropriate primary system.
It gives the user the ability to understand and ”interact” with the structure better.
The solution yields the direct support reactions of the structure.
Disadvantages of the Force Method
Complexity for Indeterminate Structures: For indeterminate structures (with more unknowns than equilibrium equations), additional compatibility conditions are needed. This can lead to a more complex and cumbersome solution process.
Selection of Redundant Forces: Identifying and selecting the appropriate redundant forces (forces that can be removed without affecting the overall equilibrium) can be challenging, especially for complex structures.
It is more challenging to program on computers.
The Displacement Method
The displacement method, also known as the stiffness method, is the opposite of the force method. Here, the primary unknowns are the displacements (translations and rotations) of specific points within the structure.
The core concept of this method relies on the relationship between applied loads, member stiffness (resistance to deformation), and resulting displacements. Let’s explore the key steps involved:
Define the degree of kinematical indeterminacy and construct the primary system of the displacement method.
Formulate the canonical equations of the displacement method.
Apply successively unit displacements to the primary structure. Construct the corresponding bending moment diagrams.
Calculate the main and secondary unit reactions rik.
Construct the bending moment diagram due to the applied load in the primary system and calculate the free terms RiP of the canonical equations.
Solve the system of equations with respect to unknown displacements.
Construct the bending moment diagrams.
Compute the shear forces using the Schwedler theorem considering each member due to the given loads and end bending moments and construct the corresponding shear diagram.
Compute the axial forces from the consideration of the equilibrium of joints of the frame and construct the corresponding axial force diagram
Calculate reactions of supports and check them using the equilibrium conditions for an entire structure as a whole or for any separated part.
Advantages of the Displacement Method
Straightforward for Indeterminate Structures: This method shines when analyzing indeterminate structures. The additional compatibility conditions required in the force method are automatically incorporated through the stiffness matrix.
Direct Determination of Displacements: Displacements, a crucial design consideration, are directly obtained as the primary unknowns.
Suitability for Computer Analysis: The stiffness method readily lends itself to computer-aided analysis using software like SAP2000 or ETABS, making it highly efficient for complex structures.
Disadvantages of the Displacement Method
Less Intuitive for Force Visualization: While internal forces can be determined, the method doesn’t offer the same level of immediate clarity regarding load distribution within the structure compared to the force method.
Computational Effort for Simple Structures: For simple, determinate structures, the force method produces a larger set of equations compared to the force method.
Many people living in the city know that a spacious home is quite a luxury. But there are several ways to make your apartment or space look and feel bigger. For instance, consider a loft conversion that can help increase your floor area to up to twice as much as you currently have. Interested? Then read on for this article provides a guide on planning a successful loft conversion.
A loft originally refers to a high-up space in a building, usually directly below the roof. In houses, this is often called an attic and is used for storage. However, there is a more modern meaning of loft. It refers to a large, open-plan living space that has been converted from an industrial building, like a warehouse or factory. These lofts are typically spacious and have high ceilings, large windows, and exposed brick or concrete walls.
In metropolitan areas where affordable accommodation is scarce, loft conversions have become a popular way to add valuable living space to existing properties. They offer an exciting opportunity to transform underutilized roof voids into functional and stylish rooms. However, the technical aspects of a loft conversion can be complex, and require the input of building and construction experts.
Typical loft apartment
Feasibility Assessment
Before discussing the specifics, it is very important to assess the feasibility of converting your loft. In this case, you may need to consult a structural engineer to assess if the foundation of your space can support the conversion.
You must also measure the available head height, ensuring you can comfortably stand downstairs and sit up in the loft. More importantly, you need a budget plan that includes the cost of the design and construction and the furnishings you will need once the conversion is completed. The money you can afford to spend will somehow dictate the type of loft you can construct in your space.
Here are some key factors to consider:
Roof Type: Pitched roofs with sufficient headroom (typically exceeding 2.3 meters) are generally ideal spaces. Flat roof conversions may require raising the roof structure, adding significant complexity and cost.
Structural Integrity: The existing structure needs to be assessed by a qualified structural engineer to ensure it can handle the additional weight of the conversion. Strengthening works may be necessary.
Headroom and Floor Area: Building regulations dictate minimum headroom requirements (often 2 meters) and usable floor area. Careful planning is required to maximize livable space while adhering to regulations.
Access: Creating a safe and compliant staircase is essential. Spiral staircases might be space-saving but may not meet building code requirements. Consider the impact of installing a new staircase on the existing layout.
Planning and Designof Loft Conversion
Once feasibility is established, careful planning and design come into play. It is important to think about how you will use the loft space because this can affect your design. Do you want to use it as a bedroom or an office? In most loft-type designs, the office space is planned below the loft because the latter is used as a sleeping quarter.
Nevertheless, it is up to you to decide how you want to use it. Also, try to envision how you want the loft to look in your space. You can opt for a dormer-loft conversion if you wish to have additional floor space and headroom. Still, if you prefer skylights instead of converting your existing space, then a Velux conversion would be more suitable for your needs. Here are pertinent factors to consider in design and planning:
Space Planning: Carefully consider the intended use of the loft space (bedroom, bathroom, office) and approach an expert to design a layout that optimizes functionality and traffic flow. The utilization of 3D modelling software to visualize different layouts and ensure efficient use of space can come in handy.
Building Regulations: Understanding and adhering to local building regulations is paramount. These regulations cover fire safety, structural integrity, sound insulation, ventilation, and more. Consulting a registered construction expert can ensure your design complies with all necessary regulations.
Natural Light and Ventilation: Loft conversions can sometimes feel enclosed. Strategically placed roof windows (Velux windows) or dormer windows can introduce natural light and improve ventilation.
Domer-loft apartment
One of the best things you can do to convert your space into a loft-type design is to get the help of experts. The reputable loft conversion experts behind the Deluxe Lofts in London suggest that you opt for the services of professionals within your vicinity. This way, you can visit them as needed, ensuring your concerns are taken care of.
Contractors dealing with loft conversions within your area will also be very familiar with the building rules and regulations. They will ensure that you comply with the building codes that may vary from region to area. Fortunately, you can now search online sources for contractors specializing in loft conversions within your locality. Just remember to verify their credentials and experience by looking into what their previous clients have to say about their services.
Construction Considerations
The construction phase requires careful execution to ensure a high-quality and safe finished product:
Structural Works: Depending on the initial assessment, structural reinforcement works like installing steel beams or strengthening floor joists might be necessary. Hiring qualified structural engineers and builders is important for this stage.
Flooring, Insulation, and Soundproofing: Installing proper insulation in the roof and walls is vital for thermal efficiency and noise control. Choosing the right flooring material that complements the overall design and can handle potential moisture variations is also important.
Electrical and Plumbing Systems: Depending on the intended use of the loft, new electrical wiring and plumbing installations might be required. Hiring certified electricians and plumbers is essential to ensure safety and compliance with regulations.
Additional Considerations
Building Permits and Approvals: Obtaining the necessary building permits and approvals from local authorities is important before commencing construction.
Party Wall Agreements: If your loft conversion involves adjoining a neighbouring property, party wall agreements outlining shared responsibilities and access rights might be necessary.
Cost Management: Loft conversions can be a significant investment. Obtaining quotes from multiple qualified builders and creating a detailed budget with contingency plans for unforeseen costs is essential.
Conclusion
By carefully considering the technical aspects outlined above, a loft conversion can be a rewarding project that adds significant value and functionality to your property. Remember, consulting qualified professionals like structural engineers, architects, and builders throughout the process is key to a successful and compliant loft conversion.
For a successful loft conversion, your best option is to get the help of experts who can ensure that the process is done right the first time around. But remember to also make a list of your initial considerations before you plan and design your loft conversion project. Rest assured that if you follow the tips in this guide, you will make your loft conversion dream a reality.
Every year, the construction industry generates a staggering amount of waste. Recent statistical figures in the UK indicate that 62% of the country’s waste comes from the construction industry, which also converts to 32% of all waste sent to landfills. Estimates suggest around 2.2 billion tons of construction and demolition waste are produced globally each year, and this number is expected to rise further.
This massive volume of waste not only has severe environmental impacts but also poses significant challenges for construction companies and environmental engineers striving to comply with strict legal requirements.
Large quantities of construction waste are generated from around the world
In this blog post, we’ll explore how innovative technology is revolutionizing the management and recycling of construction waste. By the end, you’ll have a clearer understanding of the benefits technology brings to waste management and how your company can adopt more sustainable practices.
Construction and Demolition Wastes
Construction and demolition (C&D) activities generate a substantial portion of the global waste stream, posing a significant environmental and resource management challenge. This section provides a technical overview of the primary constituents of construction and demolition waste.
Mineral Waste: Concrete and asphalt debris are major components of construction and demolition wastes. Crushed rock, aggregates from road construction and maintenance, and demolition of concrete structures contribute significantly. These materials often require crushing and processing for reuse as recycled aggregates in new construction projects.
Concrete debris constitute a major component of construction and demolition waste
Wood Waste: Offcuts, damaged lumber, and dismantled wood elements from construction and renovation activities contribute considerably to C&D waste. Improved prefabrication techniques and on-site wood waste management strategies can significantly reduce this component.
Masonry Waste:Sandcrete blocks, bricks, tiles, and other masonry products also represent a substantial portion of C&D waste. Advancements in crushing and sorting technologies have enabled increased recycling of these materials into construction fill or even new masonry units.
Gypsum Waste: Drywall panels which are common in modern construction, contribute a significant volume of C&D waste. Recycling gypsum presents challenges due to potential contamination and the hygroscopic nature of the material. However, advancements in processing techniques are enabling increased gypsum waste diversion from landfills.
Metallic Waste: Scrap metal from roofing, electrical wiring, piping, and other building components represents a valuable recyclable component of C&D waste. Effective sorting and processing techniques allow for the recovery of various metals for use in new construction products.
Construction waste from road asphalt demolition
Beyond these primary categories, construction and demolition waste may also encompass:
Glass Waste: Window panes, architectural glass, and glazing materials contribute a smaller portion of the overall waste stream.
Plastic Waste: Plastic piping, insulation materials, and various construction membranes can also be present in construction and demolition waste.
Hazardous Materials: Asbestos-containing materials, lead paint chips, and residual solvents require careful handling and disposal due to their potential health and environmental risks.
The effective management of C&D waste necessitates a multifaceted approach. Source reduction strategies through improved design, prefabrication, and material selection can significantly reduce waste generation. Furthermore, advancements in recycling technologies and robust waste segregation protocols are important for diverting recoverable materials from landfills and promoting a more sustainable construction industry.
Problems of Construction Waste Management
Effective management of construction and demolition waste presents a multifaceted challenge for stakeholders across the construction lifecycle. Some of these challenges are discussed below:
Waste Characterization and Segregation: C&D waste encompasses a diverse range of materials, including concrete, asphalt, wood, metals, and hazardous elements. Improper characterization and inadequate segregation at the source hinder effective recycling and reuse opportunities.
Manual sorting of construction and demolition wastes
Logistics and Infrastructure Constraints: Construction sites often lack dedicated space for waste segregation and storage. Limited access to appropriate waste processing facilities and logistical complexities in transporting various waste streams further exacerbate the challenge.
Economic Considerations: Virgin materials are often cheaper than recycled alternatives due to economies of scale and established supply chains. The cost of transportation, processing, and quality control for recycled C&D materials can make them less attractive.
Policy and Regulatory Frameworks: Inconsistent or inadequate policies governing C&D waste management, coupled with a lack of enforcement mechanisms, can hinder progress towards sustainable practices. Furthermore, a complex web of regulations across different waste streams can create confusion and impede responsible management.
Lack of Awareness and Training: Limited awareness among construction professionals regarding waste minimization strategies, recycling opportunities, and best practices for C&D waste management can hinder effective implementation. Inadequate training for workers in waste segregation and handling protocols further exacerbates the issue.
Short-Term Project Focus: The construction industry often prioritizes project timelines and budgets, potentially leading to overlooking opportunities for waste reduction and reuse. A shift towards life-cycle thinking and incorporating sustainable practices throughout the project lifecycle is crucial.
Innovative Solutions in Construction Waste Management
The construction industry is constantly evolving, and waste management is no exception. Here are some innovative solutions that are tackling the challenge of construction and demolition (C&D) waste:
Innovative Sorting Methods
Innovative sorting methods have significantly advanced the efficiency and effectiveness of construction waste management. Modern technologies such as artificial intelligence (AI) and machine learning are being leveraged to automate the sorting process, ensuring accurate separation of materials like concrete, wood, metals, and plastics.
Advanced sensors and robotic systems can identify and categorize waste in real time, reducing the risk of human error and increasing recycling rates. Additionally, mobile apps and software solutions are now available to track and manage waste streams, providing construction companies with valuable data to optimize their recycling practices.
These technologies not only streamline the sorting process but also contribute to a more sustainable construction industry by diverting waste from landfills and promoting the reuse of valuable materials.
Recycling Innovations
Recycling construction waste has reached new heights thanks to cutting-edge technologies. Waste management specialists at UK Construction Waste Co. recommend working with construction waste recycling facilities that implement advanced recycling methods that transform waste into reusable resources. For example, reclaimed concrete can be crushed and used as aggregates for new building projects, while metals and wood can be processed for various applications.
These innovative recycling methods not only reduce the burden on landfills but also conserve natural resources and decrease the carbon footprint of construction activities. By adopting these practices, companies can significantly enhance their sustainability efforts, meeting legal requirements and garnering positive environmental impact.
Efficient Processing Techniques
Recycling and processing of construction waste go hand in hand, so innovations must apply to both areas. Efficient processing techniques are pivotal in transforming construction waste into reusable materials, reducing the environmental burden. Innovative methods such as crushing, grinding, and screening are used to process waste materials like concrete, asphalt, and wood.
These processed materials can then be reintegrated into new construction projects, promoting a circular economy. Additionally, advancements in thermal and chemical processing have enabled the conversion of waste into valuable resources such as synthetic fuels and raw materials for the production of new construction products.
This not only minimizes the waste sent to landfills but also conserves natural resources by reducing the need for virgin material extraction. By adopting these advanced processing techniques, construction companies can significantly enhance their sustainability efforts while also adhering to stringent regulatory requirements.
Conclusion
Technology is undeniably transforming the way we manage and recycle construction waste. From AI-powered sorting systems to advanced recycling techniques, these innovations are helping construction companies and environmental engineers tackle the waste problem more efficiently and sustainably. By adopting these technologies, businesses can not only comply with legal requirements but also reduce their environmental footprint and save costs.
If you’re ready to take the next step towards a more sustainable future, consider exploring how these technologies can benefit your organization. Let’s work together to build a cleaner, greener, and more efficient construction industry.
Municipal utilities are responsible for supplying large communities with water, power, and natural gas. These utilities are run for the benefit of the community, with the primary goal of providing reliable and affordable services to residents and businesses. They are usually public facilities, managed by a federal, state, or local government entity, rather than a private company.
Some of the most common municipal utilities include:
Electricity
Water
Sewer
Natural gas
Trash and recycling collection
Broadband internet
There are several advantages to having municipal utilities. One benefit is that they are typically less expensive than investor-owned utilities. This is because municipal utilities are not beholden to shareholders who demand profits. Instead, they can reinvest their earnings back into the community to improve infrastructure and keep rates low.
Another advantage of municipal utilities is that they are more accountable to the public. Since they are owned by the local government, they are subject to public oversight and must answer to the needs of the community. This can lead to more responsive customer service and a greater focus on sustainability and environmental protection.
Water treatment and supply systems are municipal utilities
Design of Municipal Utilities
Civil engineering plays a vital role in designing, constructing, and maintaining municipal utilities.
Water Systems
Hydraulics and Hydrology: Civil engineers use their knowledge of fluid mechanics to design pipe networks. This involves calculating water flow rates, pressures, and potential surges to ensure adequate supply throughout the system. Additionally, they consider rainfall patterns and drainage areas to design stormwater management systems that prevent flooding.
Water Treatment Plants: These facilities require expertise in structural engineering to design robust buildings and tanks. Additionally, understanding sedimentation, filtration, and disinfection processes is important for designing efficient treatment units.
Wastewater Systems
Sanitary Sewer Design: Civil engineers design sewer systems that efficiently convey wastewater using gravity or pumping stations. They consider factors like pipe slopes, diameters, and flow velocities to prevent blockages and ensure proper flow.
Wastewater Treatment Plants: Similar to water treatment plants, these facilities require structural design for buildings and tanks. Additionally, civil engineers design treatment processes like settling basins, aeration units, and disinfection systems.
Stormwater Management
Drainage Networks: Civil engineers design storm drain systems that collect and convey rainwater runoff from streets and properties. This involves designing channels, culverts, and detention ponds to manage stormwater volume and prevent flooding.
Erosion Control: To minimize soil erosion during heavy rains, civil engineers design slopes, swales, and retention ponds that slow down water flow and prevent soil loss. They may also incorporate bioengineering techniques like vegetation buffers.
Designing municipal utilities involves a complex interplay between several factors:
Functionality: The core aspect is ensuring the system efficiently delivers its service like water reaching every tap or electricity flowing reliably. Pipe sizes, pumping stations, and treatment facilities are all designed for capacity and functionality.
Durability and Resilience: Utilities are built to last for decades, enduring weather, wear, and even natural disasters. Material selection, construction methods, and redundancy measures all factor into a resilient design.
Safety: Public safety is very important. Underground utilities are placed at specific depths and with proper separation to avoid accidental damage during construction or future maintenance. Sewer systems consider potential health hazards and proper ventilation.
Growth and Efficiency: As communities grow, utility design should consider future expansion needs. Flexible layouts and easily upgradable components are important. New technologies that improve efficiency, like water-saving plumbing or smart grids for electricity, are also incorporated into modern designs.
Environmental Impact: Sustainable practices are increasingly important. Stormwater management systems reduce flooding and pollution. Water treatment facilities should consider eco-friendly processes. Some designs even integrate renewable energy sources like solar panels on water towers.
Overall, municipal utility design is a blend of engineering expertise, long-term planning, and keeping pace with evolving technologies and environmental considerations.
Risk Management for Municipal Utilities
However, municipal utilities are susceptible to various risks, and it all depends on how well this risk is managed. Operational stability, compliance with regulations, and public safety all rely on proper risk management for municipal utilities, so in the text below, we will discuss some of the important aspects of this process.
Windfarms for electricity generation are public utilities
Identifying risks
Municipalities must be aware of the circumstances that can pose great danger to the utility’s operations. To ensure municipal utilities’ safety and compliance, they work together to come up with a list of potential dangers, and they use techniques like brainstorming and analysis of past data. For example, local governments can evaluate the potential of earthquakes and floods to cause infrastructure damage and how to work to mitigate those risks.
Assessing the risks
Once the risks are identified, the authorities must do their best to assess and evaluate them. They use various qualitative tools to come up with the best solutions and a precise assessment of all the dangers to public utilities.
Mitigating risks
The primary focus of mitigating risks is to reduce the severity of the dangers that threaten to harm public life quality. Possible approaches to this task include infrastructural improvements, technology adaptation, and contingency planning. When it comes to power outages, for example, municipalities can invest in backup power systems to lower the chances of unpleasant outages.
Risk management
Authorities must regularly check up on whether something has changed or if there is some danger to any of the utilities. They must work tirelessly on assessing risks, keeping the data fresh, and evaluating risk management to check whether all operations are relevant and able to keep the dangers away. This proper risk management ensures that possible new dangers are identified and solved quickly before they put everyone at risk.
Electricity distribution lines are public utilities
Operational risks
Operational risks include those from malfunctioning equipment, natural catastrophes, and human mistakes. If such things happen, then the whole service delivery is disrupted and it can compromise public safety. For example, during floods, there may be power and clean water outages, which greatly harm the normal functioning of public life.
Also, if the utilities are not handled properly or if there is some major human mistake, it can have devastating effects. Disaster preparation plans and regular maintenance are all important preventive measures to keep operations risks as low as possible.
Financial risks
Financial risks include lack of money, unpredictable costs, and ineffective billing processes, all of which can make the quality of service lower, as the utility may not be able to invest in upgrades and regular maintenance.
Regulatory risks
Every municipal utility must adhere to all federal, state, and municipal rules and regulations. If they don’t, they risk penalties, high costs, and a tarnished reputation.
Managing risks for municipal utilities is of great importance as it helps provide vital services to everyone. Identifying, assessing, mitigating, and managing risks are all necessary steps to ensure utilities protect their assets, stay relevant to laws and regulations, and keep public safety at the top level.
During the siting and geometric design of highways, incorporating adequate drainage systems is a critical consideration. Drainage conditions often determine the durability and performance of highway pavement structures. Therefore, highway and street drainage facilities must effectively convey water away from the pavement surface and into appropriately designed channels.
Inadequate drainage will inevitably lead to severe degradation of the highway structure. Furthermore, accumulated water on the pavement can impede traffic flow, and hydroplaning and reduced visibility due to splash and spray can contribute to accidents.
The importance of adequate drainage systems is reflected in the budgetary allocation for drainage facilities within highway construction projects. Approximately 25% of highway construction funds are designated for erosion control and drainage structures, encompassing culverts, bridges, channels, and ditches.
Poor drainage affects the durability of pavements
In highway engineering, two primary water sources demand attention, which are surface water and groundwater. Surface water occurs from precipitation in the form of rain or snow. While a portion infiltrates the soil, the remaining surface water presents a potential threat to the highway pavement and requires removal. Drainage systems designed to address this concern are categorized as surface drainage.
The second source, subsurface water, refers to water flowing through the permeable zones of the soil. This becomes particularly relevant in situations involving highway cuts or areas with a high water table situated near the pavement structure. Drainage strategies employed to mitigate this source are classified as subsurface drainage.
This article is concerned with the estimation of surface water runoff from pavements and streets.
Parameters Influencing Surface Water Runoff
During the design of drainage facilities for highway construction, engineers utilise three key parameters of rainfall:
intensity (rate of fall),
duration (length of time for a specific intensity), and
frequency (the expected time interval between occurrences of a specific intensity-duration combination).
For example, the U.S. Weather Bureau maintains a network of automated rainfall gauges that gather nationwide intensity and duration data. This data serves as the basis for the development of rainfall-intensity curves, which are then employed to determine the rainfall intensity for a designated return period and duration.
It is important to acknowledge that any estimations of rainfall intensity, duration, or frequency derived from this data are based on the principles of probability. For instance, designing a culvert to handle a “50-year” flood implies a 1 in 50 chance of the culvert reaching capacity in a given year.
This does not guarantee a precipitation event of that exact intensity and duration will occur precisely every 50 years. In actuality, there’s a possibility of experiencing higher-intensity storms one or more times within the design period, albeit with a lower probability.
This highlights the trade-off between minimizing overflow risk and cost. Designing for infrequent storms translates to significantly larger and more expensive drainage facilities. As such, selecting a design frequency necessitates a cost-benefit analysis.
Flooded highway
Capital costs for the drainage system are weighed against potential public costs associated with severe highway damage from storm runoff. Factors influencing this decision typically include the highway’s significance, traffic volume, and the surrounding area’s population density.
Beyond rainfall, several other hydrological variables are crucial for the engineer’s determination of surface runoff rates. These include:
Drainage Area: This encompasses the land surface contributing runoff to the specific location where channel capacity needs to be assessed. This is also called the catchment area. Drainage areas are typically delineated using topographic maps. Recently, Google Earth maps have been used to analyse watershed areas.
Runoff Coefficient (C): This coefficient represents the ratio of runoff to rainfall for the designated drainage area. Factors influencing the runoff coefficient include ground cover type, drainage area slope, storm duration, prior ground saturation, and overall land slope.
In cases where the drainage area consists of different ground characteristics with different runoff coefficients, a representative value Cw is computed by determining the weighted coefficient.
Cw = ∑CiAi/∑Ai
where: Cw = weighted runoff coefficient for the whole drainage area Ci = runoff coefficient for watershed i Ai = area of watershed i (acres)
Typical values of runoff coefficient C are;
Type of Drainage Area
Runoff Coefficient
Downtown areas
0.70 – 0.95
Neighbourhood areas
0.50 – 0.70
Apartment dwelling areas
0.50 – 0.70
Light industrial areas
0.50 – 0.80
Heavy industrial areas
0.60 – 0.90
Parks, cemetries
0.10 – 0.25
Unimproved areas
0.10 – 0.30
Asphaltic pavement streets
0.70 – 0.85
Concrete pavement streets
0.80 – 0.95
Cultivated fields
0.20 – 0.40
Steep grassed areas (2:1)
0.50 – 0.70
It is important to note that a runoff coefficient of 0.75 means that 75% of precipitation in the area will translate to runoff or stormwater.
Time of Concentration (Tc): This parameter reflects the time required for runoff to travel from the farthest hydraulic point within the watershed to the point of interest. Determining the time of concentration for a drainage area is essential for selecting the appropriate average rainfall intensity for a chosen frequency of occurrence.
The time of concentration itself is influenced by several factors such as the size and shape of the drainage area, surface characteristics, slope of the drainage area, rainfall intensity, and whether the flow path is entirely overland or partially channelized.
Determination of Runoff for Drainage Design
The type of surface significantly impacts the amount of runoff generated for a given rainfall intensity and duration. Impervious surfaces like bare rock, roofs, and pavements exhibit much higher runoff rates compared to permeable surfaces such as ploughed fields or dense forests. Therefore, highway engineers strive to quantify the portion of rainfall that translates to runoff.
This task presents a challenge as runoff rates for a specific area during a single rainfall event are typically not static. Fortunately, various methods exist to estimate runoff, with the rational method being explored in this article.
Rational Method
The rational method centres on the principle that a storm’s runoff rate is dictated by three factors: average rainfall intensity, the drainage area’s size, and its surface characteristics. It’s important to acknowledge that real-world rainfall intensity isn’t uniform across large areas or throughout a storm’s duration.
To address this, the rational formula adopts the assumption that for an impervious area (A) experiencing rainfall of average intensity (I), the peak runoff rate (Q) at the drainage area’s outlet occurs when the entire area contributes runoff at a constant rate.
This necessitates a storm duration that’s at least equal to the time of concentration, which signifies the time it takes runoff to travel from the farthest point in the drainage area to the outlet. However, achieving this condition in practice can be challenging, especially for large drainage areas. Consequently, the rational formula is typically applied to relatively small drainage areas, generally not exceeding 200 acres.
The mathematical expression for the rational formula is provided below;
Q = CIA
where: Q = peak rate of runoff (volume/time) A = drainage area (Area) I = average intensity for a selected frequency and duration equal to at least the time of concentration (depth/time) C = a coefficient representing the fraction of rainfall that remains on the surface of the ground (runoff coefficient)
The units in the rational formula need to be consistent.
Design Example
A 120-acre (485623 m2) urban drainage area in Port Harcourt City Nigeria consists of three different watershed areas as follows.
Streets (asphalt pavement) = 10% Apartment dwelling areas = 60% Unimproved areas = 10% Light industrial area = 20%
If the time of concentration for the drainage area is 1 hr, determine the runoff rate for a storm of 50-yr frequency.
Rainfall intensity curve for PortHarcourt (Nwaogazie et al, 2019)
From the rational formula; Q = 0.278CIA A = drainage area (km2) I = rainfall intensity (mm/hr) C = Average (weighted) runoff coefficient
Runoff coefficients Streets (asphalt pavement) = 0.75 Apartment dwelling areas = 0.6 Unimproved areas = 0.2 Light industrial area = 0.65
Weighted runoff coefficient = Cw = [0.485(0.1 × 0.75 + 0.6 × 0.6 + 0.1 × 0.2 + 0.2 × 0.65)]/0.485 = 0.585 From the rainfall intensity graph of the City of PortHarcourt, the rainfall intensity of a return period of 50 years and duration of 1 hour (60 minutes) is 110 mm/hr
Q = 0.278 × 0.585 × 110 × 0.485 = 8.67 m3/sec
Conclusion
Drainage design for highways considers rainfall as the primary source of water. The rational method, a common tool for this purpose, focuses on three key factors: average rainfall intensity, drainage area size, and surface type.
While real rainfall varies in intensity and duration, the method assumes a constant rate of runoff from an impervious area for a storm whose duration equals the time for water to travel from the farthest drainage point to the outlet. This time is called the time of concentration. Due to limitations in achieving this ideal scenario, the rational method is best suited for relatively small drainage areas, typically under 200 acres.
The results from the rational formula can be used in sizing stormwater drainage facilities such as ditches, culverts, gutters, channels, sewer pipes, etc.
Sources and Citations Nwaogazie IL, Sam MG. Probability and non-probability rainfall intensity-duration-frequency modeling for port-harcourt metropolis, Nigeria. Int J Hydro. 2019;3(1):66-75. DOI: 10.15406/ijh.2019.03.00164
The major objective in the design of an open channel highway drainage structure lies in establishing the optimal hydraulic performance. This process ensures the selection of a structure size that is not only economical but also adequate in conveying the anticipated stormwater runoff. Achieving this balance involves a good understanding of the hydraulic parameters that influence stormwater flow and runoff.
Beyond economic and size considerations, the design of open channel drainage structures must adhere to specific hydraulic requirements. These requirements are instrumental in preventing detrimental outcomes within the drainage system, such as erosion along channel walls or the undesirable accumulation of sediment within the hydraulic structure itself.
Uncontrolled erosion of the drainage structure and linings can compromise the structural integrity of the drainage system, leading to costly repairs and potential safety hazards. Similarly, sediment buildup within the structure can impede its flow capacity, potentially leading to localized flooding during heavy precipitation events.
Rectangular drainage construction
The proper establishment of the hydraulic requirements for such strucures enables engineers to design open channel drainage systems that effectively manage stormwater runoff while safeguarding the system’s longevity and functionality.
Design of Open Channels
One important design consideration for open channel highway drainage involves achieving an optimal flow velocity. This velocity should be neither excessively low, which could lead to undesirable sediment deposition within the channel, nor excessively high, which could cause erosion of the channel lining itself. The optimum velocity range depends on several factors:
Channel Geometry: The shape and size of the channel significantly influence flow dynamics. A wider and deeper channel can accommodate higher velocities without experiencing erosion compared to a narrower or shallower one.
Channel Lining: The type of material used to line the channel also plays a role. Concrete or riprap linings can withstand higher velocities compared to bare soil channels, which are more susceptible to erosion.
Flow Rate: The quantity of water being transported by the channel is another critical factor. Higher flow rates necessitate a higher velocity to maintain efficient drainage, but exceeding the recommended limits for the specific channel lining can lead to erosion.
Sediment Characteristics: The type of material suspended in the water also influences the optimal velocity. Fine-grained sediments are more prone to deposition at lower velocities, whereas coarser materials can withstand higher velocities without significant erosion risk.
Considering these factors, a channel gradient range of 1% to 5% is generally recommended for achieving the desired flow velocity. Slopes below 1% often result in excessively low velocities, leading to sediment buildup. Conversely, slopes exceeding 5% can generate velocities that cause erosion of even the most robust channel linings.
The design must also account for the discharge point where the drainage channel meets the natural waterway. A significant elevation difference between the channel outlet and the waterway can necessitate additional design considerations, such as the inclusion of energy dissipation structures to prevent scouring and erosion at the discharge point.
Design Principles
The basis of hydraulic design for drainage ditches lies in establishing the minimum cross-sectional area of the channel. This area must be sufficient to convey the anticipated stormwater runoff from a specific design storm event without causing overflow. Achieving this objective involves some calculations to determine the channel’s capacity.
Manning’s formula is one of the most commonly employed methods for calculating a channel’s capacity. This equation was developed on the fundamental assumption of uniform, steady flow within the channel.
v = 1.486/n × R2/3 × S1/2
Based on this assumption, Manning’s formula allows for the calculation of the average velocity (V) within the channel using the following parameters:
v = average discharge velocity (ft /sec) R = mean hydraulic radius of flow in the channel (ft) = a/p a = channel cross-sectional area (ft2) P = wetted perimeter (ft) S = longitudinal slope in channel (ft /ft) n = Manning’s roughness coefficient
Manning’s roughness coefficient (n): This coefficient accounts for the frictional resistance exerted by the channel walls and lining material. Manning’s roughness depends on the type of material used to line the surface of the ditch. Rougher surfaces have higher n values, signifying greater resistance to flow.
Hydraulic radius (R): This parameter represents the ratio of the channel’s wetted area (the area of the channel in contact with flowing water) to its wetted perimeter (the length of the channel perimeter in contact with flowing water). A larger hydraulic radius translates to a more efficient flow conveyance.
Channel slope (S): This represents the inclination of the channel bed, expressed as a decimal slope (e.g., 0.02 for a 2% slope). Steeper slopes generate higher velocities.
Typical ranges of Manning’s roughness coefficient for open channels are provided in the Table below.
Material
Surface Description
Range of Manning’s coefficient n
Concrete
All sides formed, no finish
0.013 – 0.017
Concrete
Trowel finish
0.012 – 0.014
Concrete
Float finish
0.013 – 0.015
Concrete
Float finish, some gravel on bottom
0.015 – 0.017
Concrete
Steel formwork
0.011
Concrete
Wooden formwork
0.015
Concrete
Gunite, good section
0.016 – 0.019
Asphalt
smooth
0.013
Asphalt
Rough
0.016
By incorporating these parameters into Manning’s formula, engineers can determine the average flow velocity within the drainage ditch. This velocity, combined with the desired design discharge (flow rate) for the storm event, allows for the calculation of the minimum required cross-sectional area to ensure proper drainage without overflow.
The flow in the channel is then given as;
Q = va = 1.486/n × a × R2/3 × S1/2
Types of Flow in Open Channel Hydraulic Structures
Since Manning’s formula was developed on the assumption of steady flow, it is therefore imperative to briefly discuss these types of flow. Open channel flow behaviour can be categorized into two primary classifications: steady and unsteady flow. Steady flow signifies a constant rate of discharge over time, whereas unsteady flow exhibits variations in discharge with time. Steady flow can be further subdivided based on channel characteristics into uniform and non-uniform flow.
Uniform flow manifests when the channel properties, such as slope, roughness, and cross-section, remain consistent along its entire length. Conversely, non-uniform flow occurs when these properties exhibit variations along the channel. In a scenario of uniform flow, the depth (d) and velocity (v) are considered “normal,” and the water surface slope perfectly aligns with the channel bed slope.
Achieving complete uniformity in channel properties across its entire length is a significant engineering challenge in real-world applications. However, Manning’s equation remains a valuable tool for practical solutions to highway drainage problems. This is because, in most cases, the resulting error associated with assuming uniform flow is negligible.
Another key distinction in open channel flow is the characterization of tranquil and rapid flow regimes. Tranquil flow resembles the movement of water in an open channel with a gentle longitudinal slope. In contrast, rapid flow is analogous to water cascading down a steep incline. The flow depth at which a channel transitions from tranquil to rapid flow is termed the critical depth.
When the flow depth exceeds the critical depth, the flow is classified as subcritical. This type of flow is frequently observed in streams traversing plains and broad valleys. Conversely, supercritical flow occurs when the flow depth falls below the critical depth and is often encountered in steep flumes and mountain streams. The critical depth can also be defined as the flow depth corresponding to the minimum specific energy of the system. Notably, the critical depth depends solely on the channel geometry and discharge.
The velocity and channel slope corresponding to uniform flow at critical depth are designated as critical velocity and critical slope, respectively. Therefore, during supercritical flow, the actual flow velocity and channel slope surpass the critical values, while they remain lower than the critical values during subcritical flow.
Design of an Open Channel
Designing an efficient and cost-effective open channel drainage for a highway involves a two-step process:
Channel Sizing for Flow Capacity: The first step entails determining the optimal cross-sectional area for the channel. This area should effectively and economically convey the anticipated stormwater runoff generated by the design storm event to a designated natural waterway.
Erosion Protection Evaluation: The second step focuses on assessing the channel’s necessity for erosion protection measures. If erosion is a potential concern, this step involves selecting the most appropriate type of lining material to safeguard the channel from scour and degradation.
The Manning formula plays an important role in the first step of channel sizing. By assuming a specific cross-section for the channel and solving the formula, engineers can determine whether the proposed channel is sufficiently large to accommodate the design storm runoff.
This solution can be obtained through manual calculations or by utilizing the relevant Federal Highway Administration (FHWA) charts. The following example will demonstrate both approaches for solving the Manning’s formula in this context.
Design Example
Determine a suitable cross section for a channel to carry an estimated runoff of 290 ft3/sec (8.21 m3/sec) if the slope of the channel is 2% and Manning’s roughness coefficient, n, is 0.015.
Solution: Select a channel section and then use Manning’s formula to determine the flow depth required for the estimated runoff. Assume a rectangular channel 4 ft (1.2m) wide. Flow depth = d Cross-sectional area (a) = 4d Wetted perimeter (p) = 4 + 2d Hydraulic radius R = a/p = 4d/(4 + 2d)
Solving this equation can be complex, but a little consideration will show that d = 4.224 ft satisfies the equation. (1.486/0.015) × (4 × 4.224) × [4 × 4.224/(4 + 2 × 4.224)]2/3 × (0.02)1/2 = 290 ft3/sec
The solution derived from the Manning formula indicates that for a rectangular channel with a width of 4 ft to effectively convey the anticipated design storm runoff of 390 ft³, the channel must possess a minimum depth of 4.224 ft. However, an additional safety factor is incorporated by providing a freeboard of at least 1 ft above the calculated water depth.
This freeboard serves as a buffer zone to accommodate potential fluctuations in flow rate or debris accumulation within the channel. Consequently, the final design depth for this channel can be established as 5 ft.
Critical Depth It’s important to note that the specific formula for determining the critical depth (minimum depth for efficient flow) in a rectangular channel is yc = [q2/g]1/3. Where q is the flow per foot of width, in cfs/ft and g is 32.2 ft /sec2. In this problem,
yc = [(290/4)2/32.2]1/3 = 5.46 ft
Since the critical depth is greater than the depth of flow, the flow is supercritical.
Traditionally, the selection of lining material for drainage channels has relied on ensuring a flow velocity below a specific “permissible velocity” threshold to prevent erosion of the lining. However, advancements in research have revealed a more effective approach. For flexible linings, the selection criterion should prioritize the concept of “maximum permissible depth of flow” (dmax). This parameter establishes the maximum water depth the lining can safely accommodate before succumbing to erosion.
In contrast, rigid channels constructed from materials like concrete or soil-cement exhibit minimal erosion concerns under typical highway traffic conditions. Consequently, these rigid channels lack a defined maximum permissible depth based on erosion control. The primary factor influencing the final design depth for rigid channels becomes the required freeboard – the vertical distance maintained between the water surface and the top of the channel bank for safety purposes.
Building foundations founded on saturated clay soils will undergo time-dependent consolidation settlement. This is due to the slow rate of porewater dissipation of clay soils due to their fineness and cohesion. This pore water dissipation is accompanied by volume change in the soil, which results in settlement. It is therefore obvious that such settlement will possess magnitude (depth), and will take some time to complete.
As an engineer or a potential property developer, it is very important to know the depth of settlement that a building foundation will possibly undergo, and the time it will take for such settlement to be complete. This is different from immediate or elastic settlement, which occurs immediately after the foundation is loaded. Immediate settlement occurs in foundations founded on sand or granular materials due to quick pore water dissipation.
In theory, primary consolidation is deemed complete when the pore water pressure is completely dissipated. The subsequent settlement response observed over time is referred to as secondary compression or creep. This phenomenon represents the volume changes within a fine-grained soil triggered by adjustments to its internal structure, the soil fabric, following the completion of primary consolidation.
It is therefore important to distinguish “consolidation” from secondary compression. Consolidation specifically refers to the settlement process that occurs within a soil due to changes in effective stresses, driven by reductions in excess pore water pressure. Notably, the rate of settlement associated with secondary compression is significantly slower compared to that observed during primary consolidation.
Excessive foundation settlement can be detrimental to buildings and structures
If foundation settlement exceeds tolerable limits, the functionality of the structure for its intended purpose may be compromised, potentially leading to a reduced lifespan. Structures may experience settlement uniformly or non-uniformly. The latter scenario, known as differential settlement, often presents the most critical design consideration for engineers.
Magnitude (depth) of Consolidation Settlement
The magnitude and rate of consolidation settlement depend on the engineering properties of the clay soil, the hydraulic conductivity, the stress history of the soil, the drainage conditions (drainage path), applied pressure, and the thickness of the clay layer.
In order to calculate the magnitude of soil consolidation settlement, it is very important to carry out a one-dimensional consolidation test on an undisturbed sample obtained from the site where the building is to be constructed. It is also important to drill a borehole and develop a borehole log to ascertain the thickness and engineering properties of the different soil layers at the site. This will also help in the definition of the drainage conditions of the clay layer.
The one-dimensional consolidation test, pioneered by Terzaghi, is conducted within a specialized apparatus known as a consolidometer (or oedometer). A picture representation of a consolidometer is shown below.
Consolidometer
The test involves placing an undisturbed soil specimen collected from the field within a metal ring equipped with porous stones on both the top and bottom faces. Standard specimen dimensions typically consist of a diameter of 64 mm (2.5 inches) and a thickness of 25 mm (1 inch).
Load application on the specimen is achieved through a lever arm, with a micrometre dial gauge recording any resulting compression. To ensure a saturated state throughout the testing process, the specimen is submerged underwater. Each load increment is typically maintained for a 24-hour period.
Following this, the load is conventionally doubled, effectively duplicating the pressure exerted on the specimen. This cycle of load application and compression measurement is then repeated. Upon test completion, the dry weight of the specimen is determined. The experiment leads to the plotting of void ratio versus the log of pressure (e-log P curve) from which a lot of information about the compressibility of the soil can be obtained.
Typical e-log P curve
With the information obtained from the analysis of the one-dimensional consolidation test result, it is possible to calculate the probable consolidation settlement of the clay in the field. The equations for the calculation are provided below;
For overconsolidated clays where σ’0 + ∆σ is less than or equal to the pre-consolidation pressure σ’c; Sc = CsH/(1 + e0) × log(σ’0 + ∆σ’)/σ’0
For overconsolidated clays where σ’0 + ∆σ’ is greater than the pre-consolidation pressure σ’c; Sc = [CsH/(1 + e0) × log(σ’c /σ’0)] + CcH/(1 + e0) × log(σ’0 + ∆σ’)/σ’c
Where; Sc = Consolidation settlement Cc = Compression index (Cc = 0.009(LL – 10)) where LL is the liquid limit of the clay Cs = swell index of the clay (Cs = Cc/6) H = thickness of the clay layer e0 = initial void ratio of the clay σ’0 = effective overburden pressure at the middle of the clay layer ∆σ’ = increment in pressure due to the foundation load σ’c = pre-consolidation pressure for overconsolidated soils
Rate of Consolidation Settlement
The rate of consolidation observed in homogeneous soils is directly influenced by a lot of factors such as the soil’s hydraulic conductivity (permeability), its overall thickness, and the designated length of the drainage path. Soil with a lower hydraulic conductivity will experience a longer period for the initial excess porewater drainage, consequently leading to a slower rate of settlement compared to soil with a larger hydraulic conductivity.
During soil consolidation, the length of the drainage path (denoted as Hdr) represents the maximum vertical distance traversed by a pore water particle as it exits the soil stratum. During laboratory consolidation, drainage is usually permitted on both the top and bottom faces of the soil specimen (effectively constituting double drainage conditions), the length of the drainage path, Hdr, is calculated as;
Hdr = H/2
Where H is the thickness of the specimen.
When drainage is permitted only on a single designated face of the soil stratum, the length of the drainage path, Hdr = H. Consequently, shorter drainage paths expedite the consolidation process, leading to the completion of settlement within a reduced timeframe compared to situations with longer drainage paths.
The general equation for one-dimensional consolidation according to Terzaghi is given by;
∂u/∂t = Cv(∂2u/∂z2)
Where Cv is the coefficient of volume change. This equation describes the spatial variation of excess porewater pressure (∆u) with time (t) and depth (z). The solution to the consolidation equation obtained using Fourier series is given by;
Where Tv = Cvt/Hdris a non-dimensional parameter known as the time factor.
At the start of the consolidation process (t = 0, Tv = 0), the initial excess porewater pressure, ∆uo, is equal to the applied vertical stress imposed throughout the entire soil layer. The moment drainage commences, the initial excess porewater pressure instantly reduces to zero at the designated permeable boundaries.
Following the initiation of drainage (t > 0), the total applied vertical stress increment, ∆σz, acting at a specific depth, z, is equal to the summation of the vertical effective stress increment, ∆σ’z, and the remaining excess porewater pressure, ∆uz. Over an extended period (as time approaches infinity, t → ∞), the excess porewater pressure progressively diminishes to zero. Consequently, the vertical effective stress increment ultimately becomes equivalent to the total vertical stress increment.
We can now define a parameter, Uz, called the degree of consolidation or consolidation ratio, which gives us the amount of consolidation completed at a particular time and depth. This parameter can be expressed mathematically as;
A geotechnical engineer is often concerned with the average degree of consolidation, U, of a whole layer at a particular time rather than the consolidation at a particular depth. The average degree of consolidation can be expressed mathematically from the solution of the one-dimensional consolidation equation as;
The variation of the average degree of consolidation U with time factor Tvfor a uniform and a triangular distribution of excess porewater pressure can be represented using the equations below.
Tv = π/4(U/100)2 for U < 60% Tv = 1.781 – 0.933 log (100 – U) for U ≥60%
The time factors corresponding to 50% and 90% consolidation are often used in interpreting consolidation test results. You should remember that Tv = 0.848 for 90% consolidation, and Tv = 0.197 for 50% consolidation.
The time factor (Tv) provides a useful expression to estimate the settlement in the field from the results of a laboratory consolidation test. If two layers of the same clay have the same degree of consolidation, then their time factors and coefficients of consolidation are the same. Hence,
By simplification;
Solved Example
The soil profile shown below is to carry a 4m x 4m square footing carrying a service column load of 1750 kN. The clay is normally consolidated. A sample 25 mm thick, taken from the clay layer 3 m thick, was tested in an oedometer with drainage at the upper and lower boundaries. It took the laboratory sample 6 minutes to reach 50% consolidation.
(a) Calculate the consolidation settlement of the clay layer (b) How much time would it take the 3m clay layer to achieve 50% and 90% consolidation in the field?
Solution
(a) The magnitude of the settlement
This will be calculated at the middle of the clay layer.
Step 1: Calculate the effective stress in the middle of the clay layer. σ’0 = (16.5 × 2) + (18.5 – 9.81) × 3 + (19.5 – 9.81) × 1.5 = 33 + 26.07 + 14.535 = 73.61 kN/m2
Step 2: Calculate the increment in stress in the middle of the clay layer due to the footing load; Pressure due to footing load = 1750/(4 × 4) = 109.375 kN/m2 The average increment in stress at a depth z = 5.1 m using 1:2 approximate method. ∆σ’ = (109.375 × 4 × 4)/(4 + 5.1)2 = 21.13 kN/m2
Sc = CcH/(1 + e0) × log(σ’0 + ∆σ’)/σ’0
H = 3m Cc = 0.009(LL – 10) = 0.009(38 – 10) = 0.252 e0 = 0.92
Note that in the field, drainage is only in one direction. Drainage in the lab Hdr,lab = 25mm/2 = 12.5mm = 0.0125m Drainage in the field, Hdr,field = H = 3m
Therefore, it will take the clay layer 240 days to achieve 50% of the total consolidation (21.57 mm settlement). In about 777.6 days (about two years, 1 month and 17 days), 90% of the total settlement will likely be complete (40.637 mm).
Conclusion
Soil consolidation settlement is a time-dependent process influenced by the soil’s hydraulic conductivity (water flow rate), thickness, and drainage conditions. When vertical stress is applied, the soil’s pore water pressure initially increases to resist the stress. Over time, this excess porewater pressure dissipates as water drains, causing the effective stress on the soil to increase and settlement to occur.
This settlement has two parts: primary consolidation, the dominant early stage where excess porewater is squeezed out and the soil densifies, and secondary compression, a much slower later stage where the soil particles themselves gradually rearrange. The time rate of this settlement can be estimated using data obtained by the one-dimensional oedometer test in the laboratory.
With this information, the foundations of buildings and structures can be efficiently designed.
A double-cell box culvert is a type of box culvert with two major openings separated by a reinforced concrete wall. It is a prevalent type of precast or cast-in-situ concrete structure employed for conveying stormwater, drainage channels, or even small streams beneath roadways or embankments.
The reason for the adoption of double or more-celled box culverts is to efficiently convey the design stormwater without having excessive span for the culvert. Furthermore, when the height of the embankment is low, or the natural width of the waterway is so wide, a multi-celled box culvert can come in handy.
A degree of structural efficiency is achieved by partitioning a single box culvert into multiple cells. This may become a more attractive and economical alternative once the span of a single box culvert exceeds 3m. The partition walls serve as intermediate supports and reduce the span of the culvert.
Multi-cell box culvert
By so doing, the deflection and span bending moment on the top slab of the culvert are reduced. Furthermore, as a result of the additional constraints on the structure, there is a significant redistribution of stresses as vehicles of different sizes ply the top of the culvert.
Precast double-cell box culverts are favoured for their structural efficiency, hydraulic performance, and rapid installation compared to cast-in-place alternatives.
Precast double-cell box culverts
There are however some potential disadvantages of multi-celled culverts.
Clogging: The space between the two culvert cells can act as a trap for debris and sediment, particularly in areas with high bed load or heavy vegetation. This accumulation can impede water flow and potentially lead to culvert blockage.
Sedimentation in Widened Channels: When a natural channel is artificially widened to accommodate multiple culverts, the barrels positioned beyond the main flow path (outside the dominant channel) are more susceptible to excessive sediment deposition. This is because they may not experience the same level of water flow scouring that keeps the main channel clear.
Effective Span of Multiple Barrel Culverts: When calculating the total flow capacity of multiple barrel culverts placed side-by-side, the spacing between the barrels can be included in the overall span or opening length. However, this is only valid if the spacing is less than half the opening length of the individual culvert barrels. Exceeding this limit would compromise the hydraulic efficiency of the system.
This technical article discusses the critical aspects of designing double-cell box culverts, covering material selection, loading, structural analysis, and hydraulic considerations.
Material Selection
A typical double-cell box culvert will consist of the base slab, top slab, base/bottom slab, side walls, internal/partition wall, wing walls, aprons and headwalls. The box is typically constructed from precast concrete units, but they can also be constructed in situ. The box is placed on a well-prepared ground that has been blinded with concrete of specified grade and thickness.
The concrete should conform to BS EN 206-1 or relevant ASTM specifications, such as ASTM C33 for standard strength concrete or ASTM C476 for grey moving and paving concrete. The specified compressive strength will depend on the anticipated loads and burial depth of the culvert.
When designing for aggressive environments or freeze-thaw cycles, it may be necessary to incorporate additional considerations:
Sulfate Resistance: For sulfate-rich soils, selecting concrete with Type II Portland cement or supplementary cementitious materials (SCMs) that enhance sulfate resistance becomes crucial.
Freeze-Thaw Durability: Air-entrained concrete is recommended in regions susceptible to frequent freeze-thaw cycles. The entrained air voids provide space for the expansion of water during freezing, mitigating the risk of concrete cracking.
In specific situations, alternative materials like galvanized steel or high-density polyethylene (HDPE) pipes might be considered. However, these options are generally less common for double-cell box culverts due to limitations in span capabilities and live load capacity.
Hydraulic Design of Double-cell Box Culvert
Hydraulic analysis is very important to ensure the culvert has sufficient capacity to convey the anticipated flow rate without causing upstream flooding or excessive outlet velocities. Key factors to consider include:
Design Flow Rate: The maximum water flow rate the culvert needs to accommodate. This is determined by hydrological studies considering factors like drainage area, rainfall intensity, and return period.
Watercourse Slope: The natural gradient of the stream or channel flowing through the culvert.
Manning’s Roughness Coefficient: A value representing the frictional resistance of the culvert material to water flow.
Headwater and Tailwater Depths: The water depths upstream and downstream of the culvert, respectively. These depths influence the available energy head for flow through the culvert.
Hydraulic analysis software or Manning’s equation can be used to calculate the culvert’s hydraulic capacity and ensure it meets the design flow rate requirements. The software considers factors like culvert geometry, slope, and roughness coefficient to determine the flow velocity and water depth within the culvert.
This category encompasses all static loads acting on the structure that remain constant over time. They can be further broken down into:
Dead Loads: The self-weight of the structural components themselves such as the top slab, side walls, etc
Superimposed Dead Loads: The weight of permanent, non-structural elements placed on the structure, such as earth fill, asphalt laying, sidewalks, utility lines, railings, and fixed partitions.
Horizontal Earth Pressure: The lateral pressure exerted by surrounding soil masses against the structure’s buried components.
Hydrostatic Pressure and Buoyancy: The pressure exerted by water acting on submerged portions of the structure. Buoyancy represents the upward force acting on the structure due to water displacement.
These represent the dynamic vertical loads applied to the structure due to moving traffic or pedestrians. They can be further categorized:
HA or HB Loads on the Carriageway: These represent the standardized design vehicle loads specified in design codes, such as the AASHTO (American Association of State Highway and Transportation Officials) specifications. In Eurocode, we talk about Load Model 1, Load Model 2 or Load Model 3.
Footway and Cycle Track Loading: The weight of pedestrians and cyclists using designated walkways or cycle tracks on the structure.
Accidental Wheel Loading: Loads resulting from an errant vehicle potentially encountering a curb or edge of the structure.
Construction Traffic: Loads imposed by heavy equipment or vehicles used during construction or maintenance activities on the structure.
Vehicle on a box culvert
Horizontal Live Loads
These represent the dynamic horizontal forces acting on the structure:
Live Load Surcharge: The additional horizontal pressure exerted by vehicles during construction, service, or maintenance on the buried walls of the culvert.
Traction: The horizontal force generated by vehicle tyres against the structure’s surface, which can influence stability under braking or acceleration conditions.
Temperature Effects: Thermal expansion and contraction of the structure’s materials due to temperature variations can induce horizontal forces.
Parapet Collision: The impact force exerted by a vehicle colliding with the structure’s parapet wall.
Accidental Skidding: The horizontal force resulting from a vehicle losing traction and skidding across the structure’s surface.
Centrifugal Load: The outward horizontal force acting on a curved structure due to vehicle traffic negotiating the curve.
Load Combinations
The load combinations to be used in the design shall be as given in BD 37. Only combinations 1, 3 and 4 apply to this standard as follows:
(a) Combination 1 Permanent loads, Vertical live loads and Horizontal live load surcharge.
(b) Combination 3 Combination 1 plus temperature effects.
(c) Combination 4 Permanent loads and Horizontal live load surcharge plus one of the following: i. Traction ii. Accidental load due to skidding iii. Centrifugal loads iv. Loads due to collision with parapets and the associated vertical (primary) live loads in accordance with BD 37.
Structural Analysis
A thorough structural analysis is important to ensure the culvert can withstand anticipated dead and live loads. The structural analysis aims to determine the internal forces and displacements in the culvert such as bending moments, shear forces, and axial forces. Manual calculations can be adopted using methods such as;
(a) Force method (b) Stiffness method (c) Hardy cross moment distribution method
Commonly, structural analysis software utilising finite element analysis specifically designed for precast concrete culverts can be employed to efficiently evaluate these forces and determine the required dimensions and reinforcement for the culvert sections. The software considers various factors like span, burial depth, traffic loads, and soil properties to generate design outputs.
Design Example
The geometry of a double-cell box culvert is shown below, with an earth cushion that is 900 mm thick from the pavement. The culvert is 9 m long, and it is expected to carry Load Model 1 traffic. The ground investigation report shows the foundation material to be cohesionless soil having an angle of internal friction (φ’) = 30° and a unit weight of 19 kN/m3. Design the culvert using the following materials data.
fck = 30 N/mm2 fyk = 500 N/mm2 All concrete cover = 50 mm Unit weight of concrete = 25 kN/m3
Unit weight of backfill material (γ) = 19.5 kN/m3. Angle of internal friction of backfill φ’ = 30° Earth fill over the culvert = 900 mm thick (unit weight = 19.5 kN/m3) Road stone base = 200 mm thick (unit weight = 20 kN/m3) Asphalt paving = 75 mm thick (unit weight = 23 kN/m3)
Loading
Consider loading on a 1 m strip of the double-cell box culvert.
(i)Self Weight Wall thickness = 300 mm Top and bottom slab thickness = 300 mm Unit weight of concrete (γ) = 25 kN/m3 Self-weight of top slab = (25 × 0.30) = 7.5 kN/m2 Self-weight of bottom slab = (25 × 0.30) = 7.5 kN/m2 Self-weight of walls = 3(25 × 0.30 × 1.75) = 39.375 kN/m
Weight of culvert per metre run = 2(7.5 × 5.3) + 39.375 = 118.875 kN/m
(ii)EarthFill Over Culvert Weight of earth fill per metre run = (19.5 × 0.9) = 17.55 kN/m
(iii) Road Construction Weight of stone base = 20 × 0.2 = 4.0 kN/m Weight of asphalt wearing course = 23 × 0.075 = 1.725 kN/m
(iv)Vertical Traffic Loading According to clause 10.2.1 of PD 6694-1:2011, a buried concrete structure with a depth cover Hc less than 0.6 m should be treated as a normal bridge structure and designed for traffic specified in BS EN 1991-2. When the cover exceeds 0.6m, the vertical traffic action may be considered as dispersed through the fill at an angle of 30 degrees to the vertical.
Wheel load dispersal through fill to the top of culvert
When the dispersal zone of more than two wheels overlaps, the local pressure may be taken as the pressure of the most heavily loaded strip. In the figure below, PQ is the most heavily loaded segment. The load on the strip can be taken as bW1/L1 + aW2/L2. Where W1 is the load of the larger wheel and a is the overlap length. For metre strip designs, b should be taken as 1m.
Wheel load overlapping zone on a box culvert
Load model 1 arrangement
Number of notional lanes = n1 = Int(w/3) = Int(9/3) = 3 Notional Lane Width = 3.0 m Width of remaining area = 9 – (3 × 3.0) = 0
UDL in Lane 1 = αq1q1k = 0.61 × 9 = 5.5 kN/m2 UDL in Lane 2 = αq2q2k = 2.2 × 2.5 = 5.5 kN/m2 UDL in Lane 3 = αq3q3k = 2.2 × 2.5 = 5.5 kN/m2 TS in Lane 1 = Q1k = 300 kN TS in Lane 2 = Q2k = 200 kN TS in Lane 3 = Q3k = 100 kN
Contact patch area = 400 × 400mm Depth of wheel load dispersal to the top of the culvert = 900 mm + 200mm + 75mm = 1175 mm
Dispersed area on top of box = 400 + (2 × 1175 × tan30°) = 1757 × 1757 mm
Load Model 1 placement on the double-cell culvert
Load Model1 placement on the double-cell culvert
Maximum transverse load on strip = bW1/L1 + aW2/L2 = [(1 × 150)/1.757] + [(0.757 × 100)/1.757] = 85.37 + 43.084 = 128.45 kN/m2 Check also; 150/1.379 = 108.77 kN/m Therefore, the overlap zone is the most critical.
Longitudinal Dispersal: Dispersal zone width for each axle = 1.757m Patch load for each axle = 128.45 / 1.757 = 73.1 kN/m
Load Model 2 Wheel load = 200 kN Contact patch area = 400 × 400mm Wheel spacing on axle = 2.0m ∴ dispersal zones do not overlap Dispersed area on top of box = 400 + (2 × 1175 × tan30°) = 1757 × 1757 mm Patch load for each wheel = 200 / 1.7572 = 64.78 kN/m
(v) Horizontal Surcharge Model for LM1 According to Table 6 of PD 6694-1:2011, the traffic surcharge for abutments and other buried structures may be given by a full UDL of 20Kd (kN/m2) and a horizontal line load F = 330Kd applied at the top of the structure for normal traffic category. Where Kd = Ka or K0.
For buried structures with a fill of less than 2m, a reduction factor (1 – Hc / 2)2 should be applied to the horizontal line load. Horizontal line load can be ignored when the depth of the fill exceeds 2m.
(1 – Hc / 2)2 = (1 – 1.175/2)2 = 0.17 Two line loads are applied so for a 3m lane width the load on a 1m wide strip = 0.17 × 330Kd = 56.1Kd kN. Ka or K0 are obtained from the appropriate load case Table in Annex B.
UDL for LM1 and LM2 = 20Kd = 0.5 × 20 = 10 kN/m2 Horizontal line load = = 56.1Kd = 0.5 × 56.1 = 28 kN/m
Traffic surcharge load on earth retaining structure
Earth Pressure on Box Walls Analysis The lateral earth pressure acting on the sidewalls originates from two primary sources:
Backfill Pressure: This pressure originates from the soil mass retained between the foundation level and the top-of-roof level. It is typically modelled as a trapezoidal load distribution.
Earth pressure coefficient at rest K0 = 1 – sinφ = 1 – sin30 = 0.5. However, according to Annex B of PD 6694-1, Kmax should be taken as 0.6 for SLS and 0.72 for ULS.
Pressure at the bottom of wall = K0γZ = 0.6 × 19.5 × 3.25 = 38 kN/m2 Pressure at the top of wall = K0γZ = 0.6 × 19.5 × 0.9 = 10.53 kN/m2
Application of horizontal earth pressure load on double-cell culvert structure
Surcharge Pressure: This pressure arises from any additional load situated above the roof level, such as soil overburden or a constructed carriageway. It is commonly modelled as a uniformly distributed load (UDL).
Surcharge due to stone base = 20 × 0.2 = 4.0 kN/m2 Surcharge due to asphalt wearing course = 23 × 0.075 = 1.725 kN/m2 Total permanent load surcharge = 4 + 1.725 = 5.725 kN/m2
Application of dead load surcharge on a double-cell culvert structure
Structural Modelling
A two-celled box culvert can be analytically modelled in two ways: as a simplified 2D frame element model or a more detailed 3D space frame model with a unit length. Regardless of the chosen method, the supporting foundation can be simulated using elastic soil springs (for a 3D space frame) or as fixed supports using a 2D frame model. Staad Pro software can then be employed to establish the finite element model.
The 3D space frame model discretizes the culvert shell using plate elements. Additional dummy beam elements can be incorporated where necessary for enhanced accuracy. Dead and live loads are applied within the model, and the resulting stresses and deformations are analyzed through finite element analysis.
Analysis Results
(1) Self-weight
Bending moment diagram of a double-cell culvert due to self-weight
(2) Earth fill
Bending moment diagram of a double-cell culvert due to earth fill
(3) Road Construction
Bending moment diagram of a double-cell culvert due to road construction
(4) Earth pressure on wall
Bending moment diagram of a double-cell culvert due to horizontal earth pressure
(5) Vertical Traffic Load
Bending moment diagram of a double-cell culvert due to vertical traffic load
(6) Traffic Surcharge
Bending moment diagram of a double-cell culvert due to traffic load surcharge
Partial Factors for Ultimate Limit State (Combination 1)
When all these factors are applied, the internal forces at the ultimate limit state are shown below;
Bending moment diagram of the double-cell box culvert at ULS
Shear force diagram of the double-cell box culvert at ULS
Axial force diagram of the double-cell box culvert at ULS
Structural Design
Top Slab and Bottom Slab
Reinforcement design at midspan of span 1 (cl.6.1) Length of span = 2500 mm Design bending moment; MEd = 50.2 kNm/m Effective depth to tension reinforcement; d = h – cnom – φ/2 = 244.0 mm K = MEd / (bd2fck) = 0.0281 K < K’ – Compression reinforcement is not required
Lever arm; z = min[0.95d, 0.5(1 + √(1 – 3.53K))] z = 231.8 mm
Reinforcement provided; H12@175 mm centres; Area provided; Asp1 = 646 mm2/m
Reinforcement Design at Support Design bending moment; MEd = 99.3 kNm/m Effective depth to tension reinforcement; d = h – cnom – φ/2 = 242.0 mm K = MEd / (bd2fck) = 0.056 K < K’ – Compression reinforcement is not required
Lever arm; z = min[0.95d, 0.5(1 + √(1 – 3.53k))] z = 229.9 mm
Check for Shear Shear is considered at a distance d away from the support. As the critical sections (d from support) are close to points of contraflexure then tension can occur both on the inside and outside faces of the structure. The longitudinal tensile steel to resist shear should therefore be provided on both faces.
VEd at d from the face of the middle wall = 155.07 kN/m
σcp = NEd/Ac < 0.2fcd (Where NEd is the axial force at the section, Ac = cross-sectional area of the concrete), fcd = design compressive strength of the concrete.) Take NEd = 86.99 kN = 86990 N Ac = 1000 × 300 = 300000 mm2 σcp = NEd/Ac = 86990 /300000 = 0.2899 N/mm2
Since VRd,c (151.293 kN/m) < VEd (155.07 kN/m), shear reinforcement is required. The thickness of the top slab can be increased or corner splays introduced to increase shear resistance.
Design of the exterior walls
Wall geometry Thickness; h = 300 mm Length; b = 1000 mm/m
Axial load and bending moments from frame analysis
Design axial load; NEd = 169.913 kN/m Moment about minor axis at top; Mtop = 43.0 kNm/m Moment about the minor axis at the bottom; Mbtm = 44.7 kNm/m
Effective length for buckling about minor axis; l0 = 2000 mm
Vertical reinforcement = H16@200 c/c each face (Asv = 1005 mm2/m each face) Horizontal reinforcement = H12@200 c/c near each face
Frame analysis moments combined with moments due to imperfections (cl. 5.2 & 6.1(4)) Ecc. due to geometric imperfections; ei = l0 /400 = 5.0 mm
Minimum end moment about minor axis; M01 = min(abs(Mtop), abs(Mbtm)) + eiNEd = 43.8 kNm/m
Maximum end moment about minor axis; M02 = max(abs(Mtop), abs(Mbtm)) + eiNEd = 45.5 kNm/m
Design moment about the minor axis; MEd = max(M02, NEd × max(h/30, 20 mm)) = 45.5 kNm/m
Position of neutral axis; z = 56.7 mm
Concrete compression force (3.1.7(3)); Fc = hfcdmin(max(lsbz, 0 mm) , h)b = 771.3 kN/m
Moment of resistance; MRdc = Fc [h / 2 – (min(lsbz , h)) / 2] = 98.2 kNm/m
Force in tension face bars; Fs =-437.1 kN/m Force in compression face bars; Fs’ = -164.9 kN/m
Resultant concrete/steel force; F = Fc + Fs + Fs’ = 169.2 kN/m This is within half of one percent of the applied axial load therefore say OK
Moment of resistance of tension face bars; MRds = Fs(d – h/2) = -35.0 kNm/m
Moment of resistance of compression face bars; MRds’ = Fs’(h / 2 – d’) = -13.2 kNm/m
Combined Moment of resistance about minor axis; MRd = MRdc + MRds’ – MRds = 120. kNm/m < 45.5 kNm/m. Okay
Calculation shows that the crack width due to SLS effects is 0.184mm which is okay.
Design of the Internal Wall
Wall Thickness; h = 300 mm Length; b = 1000 mm/m Stability about minor axis; Braced
Design axial load; NEd = 423.7 kN/m Moment about minor axis at top; Mtop = 0.0 kNm/m Moment about minor axis at bottom; Mbtm = 0.0 kNm/m
Vertical reinforcement = H16@200 c/c each face (Asv = 1005 mm2/m each face) Horizontal reinforcement = H12@200 c/c near each face
Frame analysis moments combined with moments due to imperfections (cl. 5.2 & 6.1(4)) Ecc. due to geometric imperfections; ei = l0 /400 = 5.0 mm
Minimum end moment about minor axis; M01 = min(abs(Mtop), abs(Mbtm)) + ei × NEd = 2.1 kNm/m
Maximum end moment about minor axis; M02 = max(abs(Mtop), abs(Mbtm)) + ei × NEd = 2.1 kNm/m
Design moment about minor axis; MEd = max(M02, NEd × max(h/30, 20 mm)) = 8.5 kNm/m
Moment of resistance; MRdc = Fc [h / 2 – (min(lsbz , h)) / 2] = 111.1 kNm/m
Force in tension face bars; Fs = -437.1 kN/m Force in compression face bars; Fs’ = -41.0 kN/m
Resultant concrete/steel force; F = Fc + Fs + Fs’ = 421.6 kN/m This is within half of one percent of the applied axial load therefore say OK
Moment of resistance of tension face bars; MRds = Fs(d – h / 2) = -35.0 kNm/m
Moment of resistance of compression face bars; MRds’ = Fs’ (h / 2 – d’) = -3.3 kNm/m
Moment of resistance about minor axis; MRd = MRdc + MRds’ – MRds = 142.8 kNm/m PASS – The moment capacity exceeds the design bending moment.
Detailing
Reinforcement detailing of a double-cell box culvert
Design Considerations and Best Practices
Selection of Culvert Size: For precast double-cell culverts, standard unit dimensions are available from manufacturers. For in-situ culverts, the standard dimension is established on-site through standard setting out procedure. The chosen size should provide sufficient hydraulic capacity while optimizing material utilization and construction costs.
Joint Design: The joints between precast units are critical for maintaining watertight integrity and structural continuity. Common joint designs include tongue-and-groove, gasketted, or belled-end configurations for precast culverts. Water bars may be integrated for cast in-situ culverts The chosen joint detail should be compatible with the anticipated loads and ensure effective load transfer between units.
Bedding and Backfill: The culvert must be properly bedded on a stable foundation material to distribute loads evenly and prevent settlement. Select granular backfill materials are typically used to surround the culvert and provide lateral support. The backfill material should be compacted according to design specifications to ensure adequate load transfer and minimize the risk of differential settlement.
Headwalls and Wingwalls: Headwalls and wingwalls are often incorporated at the inlet and outlet ends of the culvert to provide erosion protection, guide flow, and retain the surrounding soil mass. These structures can be constructed from precast concrete units, cast-in-place concrete, or masonry materials.
Just like every other material on earth, soils respond to externally applied load by developing stresses and strains within their material structure. The analysis of stress distribution in soils is concerned with the variation of pressure in soils due to external loads. Two primary factors contribute to stress within soil formations:
(a) the self-weight of the soil itself, often referred to as self-weight or overburden pressure, and (b) external structural loads applied either at the surface or within the subsurface layers.
A good understanding of how stresses are transmitted and distributed through large soil masses is important in design scenarios involving soils in different engineering applications. Examples include the transmission of wheel loads through embankments to culverts below, the distribution of foundation pressures within soil strata beneath building footings, the transmission of pressures from isolated footings to retaining walls, and the transmission of wheel loads through stabilized pavements to the subgrade layers below. In these scenarios, the stresses propagate both downwards and laterally within the soil mass.
Figure 1: Different types of stresses in soils
The accurate estimation of vertical stresses caused by external loads on a soil mass is important for predicting settlements in structures like buildings, bridges, and embankments. Traditionally, the theory of elasticity has been used to determine these stresses. This theory focuses on the relationships between stresses (forces acting on a material) and strains (deformations caused by those forces). According to elasticity, these relationships are constant.
However, the key requirement for applying this theory isn’t that the soil itself is perfectly elastic, but rather that stresses and their corresponding strains remain proportional. While soil only exhibits this proportionality at relatively low-stress levels, fortunately, the stresses transmitted from typical structural loads also tend to be low. This fortunate coincidence allows the use of elasticity theory for soil stress distribution to provide reasonably accurate results.
In this article, we are going to consider the increment in stress or stress distribution in soils due to;
(a) point loads, (b) strip loads, and (C) rectangular loads
Common Methods for Calculating Stress Distribution in Soil
The Boussinesq and Westergaard theories are widely used to analyze how stress is distributed within soil. These theories were initially developed for point loads. Later, the point load solutions were extended to calculate stresses under various other load shapes, including uniform strip loads, uniformly loaded circular areas, and uniformly loaded rectangular areas.
In 1885, Boussinesq employed the mathematical theory of elasticity to analyze stresses caused by a point load on a specific type of material. Boussinesq’s theory is the most popular and has been extensively applied to various geotechnical problems. This material exhibits the following characteristics:
Homogeneity: Consistent properties throughout its volume.
Elasticity: Deformation under stress with a return to its original shape upon stress removal.
Isotropy: Identical properties in all directions at a given point.
Semi-infinite extent: Infinitely deep with a flat top surface (analogous to soil extending downwards forever).
Boussinesq’s theory is based on the following key assumptions:
Material Properties: The soil behaves as an elastic, homogeneous, isotropic, and semi-infinite medium, extending infinitely in all directions from a flat surface. (Homogeneity implies identical properties at all points in the same direction, while isotropy implies identical elastic properties in all directions at a single point.)
Stress-Strain Relationship: The material follows Hooke’s Law, which describes a linear relationship between stress and strain.
Self-Weight Neglect: The weight of the soil itself is disregarded.
Initial Stress State: The soil is initially free of any stresses before the point load is applied.
Volume Change Neglect: Changes in soil volume due to loading are considered negligible.
Top Surface Conditions: The top surface is free of shear stresses and experiences only the point load at a specific location.
Stress Continuity: Stresses within the medium are assumed to be continuous, meaning there are no abrupt jumps in stress values.
Stress Symmetry: The distribution of stresses is considered symmetrical with respect to a vertical axis (Z-axis).
Calculating Geostatic Stress
The vertical stress in soil caused by its own weight, also known as geostatic stress, can be determined using the following equation:
σz = γz ——- (1)
where:
σz represents the vertical stress in the soil at depth z due to self-weight.
γ represents the unit weight of the soil.
When external structural loads are applied to the soil, the total stress at a point is the sum of the geostatic stress and the stress caused by the structural loads. This can be determined by algebraically adding the two stress values.
Point Loads
A point load, or a concentrated load applied at a single point is not a very realistic loading scenario in practice, since all practical loads are distributed over an area no matter how small it may be. However, analyzing point loads proves valuable for most problems in geotechnical engineering.
Several practical scenarios can be idealized as point loads for analysis purposes. Here are some examples:
Single column on soil: The pressure exerted by a building column, pole, or a pylon on the underlying soil can be approximated as a point load, especially for slender columns.
Anchor Load: The pull exerted by a soil anchor on the surrounding soil mass can be idealized as a point load acting at the anchor’s embedded depth.
Pile Tip Load: The force transferred from a pile (a long, slender foundation element) to the soil at its tip can be simplified as a point load, particularly for short piles.
Cone Penetrometer Test: This test uses a cone-shaped tip pushed into the soil to measure its resistance. The force applied by the penetrometer can be considered a point load for analysis of soil behaviour around the cone.
Sparse Traffic: In some situations, the weight of a single vehicle on a large soil area (like a wide embankment) might be simplified as a point load for initial stress distribution analysis.
It’s important to remember that these are idealized representations. Real-life scenarios involve footings with finite areas, distributed anchor forces, and pile shafts transferring load along their length. However, using point load approximations helps engineers understand the fundamental behaviour of soil under concentrated loads and serves as a stepping stone for analyzing more complex loading conditions.
Figure 2: Stress distribution in an elastic medium due to a point load
The expression obtained by Boussinesq for computing vertical stress σz, at a depth z (Figure 2) due to a point load P is;
Solved Example 1: A concentrated load of 2500 kN acts on the surface of a homogeneous soil mass of a large extent. Find the stress intensity at a depth of 8 meters.
(a) directly under the load, and (b) at a horizontal distance of 5 metres.
Solution
(a) Directly under the load: r = 0, therefore r/z = 0 z = 8 m P = 2500 kN ∆σz = 3P/2π × [z3/(r2 + z2)5⁄2]= (3 × 2500)/2π × 83/(02 + 82)5⁄2 = 18.65 kN/m2
(b) At a horizontal distance of 5 metres: r = 5 m; z = 8 m ∆σz = 3P/2π × [z3/(r2 + z2)5⁄2]= (3 × 2500)/2π × 83/(52 + 82)5⁄2 = 8.18 kN/m2
Strip Loads (finite width and infinite length)
Strip loads, representing long, uniformly distributed loads over a width, are a common scenario for analyzing building foundations, retaining walls, and embankments. This scenario represents a plane strain condition, where deformations occur primarily in a single plane. This is typical for elongated structures like strip foundations, retaining wall foundations, embankments, and dams.
In such structures, the stress distribution within a specific section (excluding the end sections within 2-3 times the width from the ends) remains consistent across neighbouring sections. This holds true as long as the load doesn’t change in directions perpendicular to the analyzed plane.
Figure 3: Vertical stress caused by a flexible strip load
The equation introduced earlier for a point load’s vertical stress increase can be applied to determine the vertical stress caused by a wider, flexible strip load of width B (refer to Figure 3). Imagine the load applied to the strip in Figure 3 is uniformly distributed with intensity q per unit area.
Now, let’s consider a tiny slice of this strip with an infinitesimal width dr. The load acting on this small section can be represented as qdr (load per unit length). Because of its narrow width, we can treat this elemental strip as a line load. To calculate the vertical stress increase, we need to substitute qdr for q and (x – r) for x. So,
The total increase in the vertical stress (∆σz) at a depth zcaused by the entire strip load of width B can be determined by integration of the equation above with limits of r from +B/2 to –B/2, or;
The Table below shows the variation of ∆σzwith 2z/B for 2x/B. This table can be used conveniently for the calculation of vertical stress at a point caused by a flexible strip load.
Solved Example 2 A strip footing of width B = 3m is subjected to a uniform pressure load q = 250 kN/m2. At a depth of z = 4 m, determine the vertical stress increase at x = 3, and 0 m.
Solution q = 250 kN/m2 z = 4m B = 2m
At x = 3m 2x/B = (2 × 3)/3 = 2.0 2z/B = (2 × 4)/3 = 2.67
∆σz /q = 0.208
Dsz = 0.208 × 250 = 52 kN/m2
At x = 0 m (at the centre of the footing) 2x/B = (2 × 0)/3 = 0 2z/B = (2 × 4)/3 = 2.67
∆σz/q = 0.442
∆σz= 0.442 × 250 = 110.5 kN/m2
Rectangular Loads
In foundation engineering, rectangular areas are a more common load shape, especially for building foundations. By applying the concept of integration, engineers can determine the vertical stress at a point beneath a uniformly loaded rectangular area. This calculation can be based on either Boussinesq’s or Westergaard’s solutions for a point load.
Newmark (1935) specifically addressed this issue by deriving an expression for the vertical stress at a point located below the corner of a uniformly loaded rectangular area.
Figure 4: Vertical stress at the corner of a uniformly loaded rectangular area
The following are the two popular forms of Newmark’s equation for σz:
where m = B/z and n = L/z.
The second term within the brackets is an angle in radians. It is of interest to note that the above expressions do not contain the dimension z; thus, for any magnitude of z, the underground stress depends only on the ratios m and n and the surface load intensity. Since these equations are symmetrical in m and n, the values of m and n are interchangeable. The Equation for stress due to rectangular load may be written in the form:
σz= q. Iσ
where Iσ = Influence value
Fadum (1941) built upon Newmark’s formula (for corner stress under a rectangular load) by creating a chart (Figure 5). This chart displays “influence values” for various combinations of parameters (m and n) that define the rectangle’s proportions relative to the depth (z) and width (B).
Figure 5: Fadum’s chart
The principle of superposition allows us to determine the vertical stress at the centre of a uniformly loaded rectangle using the known influence value for a corner. This involves dividing the rectangle into four identical quadrants and applying the influence value for a single quadrant (corner stress divided by four). The same principle can be extended to calculate stress at other points by considering appropriate subdivisions and influence values.
Solved Example 3 A raft foundation of size 12 m x 16m provides an average pressure of 55 kN/m2. Determine the vertical stress increment at a point 8 m below the centre of the loaded area, and at the corner of the foundation using Boussinesq’s theory.
Solution (a) At the corner of the footing L = 16 m B = 12 m z = 8 m
Understanding stress distribution in soil due to different types of loading is important for safe and efficient foundation design and geotechnical analysis. Theoretical methods based on Boussinesq’s solutions and influence charts provide valuable tools for engineers. However, recognizing the limitations of these methods and considering the complexities of real soil behaviour is essential for accurate and reliable engineering practices.
