All exterior building components need to be properly designed to withstand the forces of nature. However, many of the buildings being constructed today are not properly designed or the responsibility has been improperly designated to a contractor. This has resulted in many failures, both minor and major, of various building envelope components.
Wind Uplift: The Next Big Lift will focus on the aspects of designing roofing to properly withstand the forces of wind that act upon the building. We will go through the NBC design requirements and how they relate to the CSA A123.21 testing standard. We will discuss the pitfalls of using FM Global references in our specs and how it interacts with our codes. We will also discuss the shortfalls of our current building code and the direction of the next code edition.
The recent rash of hurricanes and other strong wind events has shown us how important proper roof edge design is in preventing roof and property damage. This presentation discusses the importance of roof edge and shows how to design and specify roof edge systems.
1. The document discusses special seismic certification requirements for nonstructural components in hospitals according to various building codes and standards.
2. Special seismic certification, also known as seismic qualification, requires components designated as seismic systems to demonstrate functionality after a design earthquake through shake table testing, analysis, or experience data.
3. The California Building Code and ASCE 7 provide requirements for both position retention of components to prevent falling hazards and special seismic certification to ensure continued operation of essential components.
Applying the energy institute and prci paper gmcdieselpub
APPLYING THE ENERGY INSTITUTE AND PRCI/GMRC GUIDELINES FOR THE AVOIDANCE OR REDUCTION OF VIBRATION PROBLEMS IN SMALL DIAMETER PIPING BRANCH CONNECTIONS
This document provides guidelines for designing, installing, observing, and maintaining uplift pressure pipes for hydraulic structures built on permeable foundations. It discusses how water seepage below these structures can cause uplift pressures that impact stability if not properly accounted for. The standard provides recommendations on locating pressure tapping points along horizontal floors, vertical cut-offs, and at various subsoil depths to monitor pressures and ensure design assumptions remain valid. Regular observation of pressure readings is important for both assessing safety and maintenance of these types of hydraulic structures.
A dam is a structure built across rivers to store water in a reservoir. There are different types of dams including arch, gravity, buttress, and earth dams. Dams serve various purposes such as providing water for drinking, irrigation, hydroelectric power, and flood control. Gravity dams resist water pressure through their massive weight and have forces acting on them including water pressure, uplift pressure, silt pressure, and ice pressure. The Bhakra Dam in India is one of the tallest gravity dams.
FORCES ACTING ON GRAVITY DAM
The Bureau of Indian Standards code IS 6512-1984 “Criteria for design of solid gravity dams” recommends that a gravity dam should be designed for the most adverse load condition of the seven given type using the safety factors prescribed.
1. Load combination A (construction condition): Dam completed but no water in reservoir or tail water
2. Load combination B (normal operating conditions): Full reservoir elevation, normal dry weather tail water, normal uplift, ice and silt (if applicable)
3. Load combination C: (Flood discharge condition) - Reservoir at maximum flood pool elevation ,all gates open, tail water at flood elevation, normal uplift, and silt (if applicable)
4. Load combination D: Combination of A and earthquake
5. Load combination E: Combination B, with earthquake but no ice
6. Load combination F: Combination C, but with extreme uplift, assuming the drainage holes to be Inoperative
7. Load combination G: Combination E but with extreme uplift (drains inoperative)
Water Pressure (P) is the major external force exerted by the water stored in the Reservoir on the upstream face of the dam. It can be calculated by the law of hydrostatic pressure distribution; which is triangular in shape as shown in Fig. 3.3.
(a) When u/s face is vertical :
When the upstream face is vertical, the intensity of pressure is zero at the water surface and equal to γw • H at the base.
Earth quake pressure, Horizontal Component(PH) , (ii) Vertical Component(PV) = Weight of water in ABCD portion ,
2. Weight of the Dam :
The weight of the dam per unit length is given by the product of the area of crosssection of the dam and the specific weight of the Construction material, i.e. concrete, and masonary it acts vertically downwards at the centre of gravity of the section.
dam may be divided into smaller sections of simple geometrical shapes such as triangles,rectangles, etc.
weight of each of these acting at its centre of gravity may be considered.
Weight of any part of dam = cross-sectional area of that part x specific weight of material
3. Uplift Pressure :
Uplift pressure is defined as the force exerted by water penetrating through the pores, cracks, fissures within the body of the dam, at the contact between the dam and its
foundation, and within the foundation.
acts vertically upwards
it causes a reduction in the effective weight
Ice Pressure :
Ice pressure is exerted on a dam by a sheet of ice formed on the entire water surface of the reservoir, when it is subjected to expansion and contraction with changes in temperature.
The coefficient of thermal expansion of ice being five times more than that of concrete, the dam face has to resist the force due to expansion of ice. This force acts linearly along the length of the dam, at the reservoir level.
As per IS : 6512 - 1984, ice pressure may be taken equal to 250 kN/m2 applied to the face of the dam over the anticipated area of contact of i
This document discusses arch dams and buttress dams. It describes the key components and design considerations for each type of dam.
For arch dams, the main points are that they function as curved beams to transfer water loads to the canyon walls, reducing required thickness compared to gravity dams. Types include constant radius, variable radius, and constant angle arch dams. Forces acting on arch dams include water pressure, uplift, ice pressure, temperature changes, and potential yielding of abutments.
Buttress dams consist of a thin deck supported by triangular buttresses to transmit loads to foundations. Types are rigid, deck slab, and bulkhead buttress dams. They offer concrete savings compared to gravity dams but require more reinforcement.
The recent rash of hurricanes and other strong wind events has shown us how important proper roof edge design is in preventing roof and property damage. This presentation discusses the importance of roof edge and shows how to design and specify roof edge systems.
1. The document discusses special seismic certification requirements for nonstructural components in hospitals according to various building codes and standards.
2. Special seismic certification, also known as seismic qualification, requires components designated as seismic systems to demonstrate functionality after a design earthquake through shake table testing, analysis, or experience data.
3. The California Building Code and ASCE 7 provide requirements for both position retention of components to prevent falling hazards and special seismic certification to ensure continued operation of essential components.
Applying the energy institute and prci paper gmcdieselpub
APPLYING THE ENERGY INSTITUTE AND PRCI/GMRC GUIDELINES FOR THE AVOIDANCE OR REDUCTION OF VIBRATION PROBLEMS IN SMALL DIAMETER PIPING BRANCH CONNECTIONS
This document provides guidelines for designing, installing, observing, and maintaining uplift pressure pipes for hydraulic structures built on permeable foundations. It discusses how water seepage below these structures can cause uplift pressures that impact stability if not properly accounted for. The standard provides recommendations on locating pressure tapping points along horizontal floors, vertical cut-offs, and at various subsoil depths to monitor pressures and ensure design assumptions remain valid. Regular observation of pressure readings is important for both assessing safety and maintenance of these types of hydraulic structures.
A dam is a structure built across rivers to store water in a reservoir. There are different types of dams including arch, gravity, buttress, and earth dams. Dams serve various purposes such as providing water for drinking, irrigation, hydroelectric power, and flood control. Gravity dams resist water pressure through their massive weight and have forces acting on them including water pressure, uplift pressure, silt pressure, and ice pressure. The Bhakra Dam in India is one of the tallest gravity dams.
FORCES ACTING ON GRAVITY DAM
The Bureau of Indian Standards code IS 6512-1984 “Criteria for design of solid gravity dams” recommends that a gravity dam should be designed for the most adverse load condition of the seven given type using the safety factors prescribed.
1. Load combination A (construction condition): Dam completed but no water in reservoir or tail water
2. Load combination B (normal operating conditions): Full reservoir elevation, normal dry weather tail water, normal uplift, ice and silt (if applicable)
3. Load combination C: (Flood discharge condition) - Reservoir at maximum flood pool elevation ,all gates open, tail water at flood elevation, normal uplift, and silt (if applicable)
4. Load combination D: Combination of A and earthquake
5. Load combination E: Combination B, with earthquake but no ice
6. Load combination F: Combination C, but with extreme uplift, assuming the drainage holes to be Inoperative
7. Load combination G: Combination E but with extreme uplift (drains inoperative)
Water Pressure (P) is the major external force exerted by the water stored in the Reservoir on the upstream face of the dam. It can be calculated by the law of hydrostatic pressure distribution; which is triangular in shape as shown in Fig. 3.3.
(a) When u/s face is vertical :
When the upstream face is vertical, the intensity of pressure is zero at the water surface and equal to γw • H at the base.
Earth quake pressure, Horizontal Component(PH) , (ii) Vertical Component(PV) = Weight of water in ABCD portion ,
2. Weight of the Dam :
The weight of the dam per unit length is given by the product of the area of crosssection of the dam and the specific weight of the Construction material, i.e. concrete, and masonary it acts vertically downwards at the centre of gravity of the section.
dam may be divided into smaller sections of simple geometrical shapes such as triangles,rectangles, etc.
weight of each of these acting at its centre of gravity may be considered.
Weight of any part of dam = cross-sectional area of that part x specific weight of material
3. Uplift Pressure :
Uplift pressure is defined as the force exerted by water penetrating through the pores, cracks, fissures within the body of the dam, at the contact between the dam and its
foundation, and within the foundation.
acts vertically upwards
it causes a reduction in the effective weight
Ice Pressure :
Ice pressure is exerted on a dam by a sheet of ice formed on the entire water surface of the reservoir, when it is subjected to expansion and contraction with changes in temperature.
The coefficient of thermal expansion of ice being five times more than that of concrete, the dam face has to resist the force due to expansion of ice. This force acts linearly along the length of the dam, at the reservoir level.
As per IS : 6512 - 1984, ice pressure may be taken equal to 250 kN/m2 applied to the face of the dam over the anticipated area of contact of i
This document discusses arch dams and buttress dams. It describes the key components and design considerations for each type of dam.
For arch dams, the main points are that they function as curved beams to transfer water loads to the canyon walls, reducing required thickness compared to gravity dams. Types include constant radius, variable radius, and constant angle arch dams. Forces acting on arch dams include water pressure, uplift, ice pressure, temperature changes, and potential yielding of abutments.
Buttress dams consist of a thin deck supported by triangular buttresses to transmit loads to foundations. Types are rigid, deck slab, and bulkhead buttress dams. They offer concrete savings compared to gravity dams but require more reinforcement.
Pressure Coefficients on Building Facades for Building SimulationSimScale
While accurate wind pressure coefficients are critical to evaluating building design, most engineering software for energy and thermal analysis oversimplifies treatment of wind pressure, which can adversely impact cooling, ventilation, overheating, and fresh air rates assessments. This presentation shows how SimScale provides accurate calculations of wind pressures, quickly and cost-efficiently, to deliver a more comprehensive evaluation of building performance.
Watch the webinar recording here: https://www.youtube.com/watch?v=VU4-PN9PYDM
The document discusses various topics related to hurricane shutters:
- It outlines 5 sessions on hurricane shutter history, design, types, installation, and impact glass.
- It provides an overview of different shutter types including roll-up, accordion, Bahama, colonial, storm panels, screens, and fabric screens.
- Key factors in shutter design and performance are discussed such as withstanding wind forces, impact resistance, and preventing water infiltration.
The only documentation on the building downwash algorithm in AERMOD, referred to as PRIME, is found in the 2000 A&WMA Journal article by Schulman, Strimaitis and Scire. Recent field and wind tunnel studies have shown that AERMOD overpredicts concentrations by factors of 2 to 8 for certain building configurations. While a wind tunnel equivalent building dimension study (EBD) can be conducted to approximately correct the overprediction bias, past field and wind tunnel studies indicate that there are notable flaws in the PRIME building downwash theory. A detailed review of the theory supported by CFD and wind tunnel simulations of flow over simple rectangular buildings revealed the following serious theoretical flaws: enhanced turbulence in the building wake starting at the wrong longitudinal location; constant enhanced turbulence extending up to the wake height; constant initial enhanced turbulence in the building wake (does not vary with roughness or stability); discontinuities in the streamline calculations; and no method to account for streamlined or porous structures.
This paper documents some of the theoretical flaws that have been found in PRIME and provides supporting CFD and wind tunnel observations that confirm these findings. A suggested path forward to correct these problems is also outlined in accordance to Appendix W’s mandate that a model should be based on sound science and that its components are validated accordingly. In other words, corrections to the downwash theory in the model would ensure that the right answer is obtained for the right reason.
This document discusses the calculation of wind loads for structural design. It provides background on wind loads and defines key terms. It outlines wind speed areas in Tanzania and the design procedure, which involves determining the site wind speed, characteristic wind pressure, external and internal pressures on the structure, and the net pressure. Examples are provided to demonstrate calculating wind loads. Load factors of safety and load combinations are also defined.
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
The papers for publication in The International Journal of Engineering& Science are selected through rigorous peer reviews to ensure originality, timeliness, relevance, and readability.
The document discusses wind load analysis on buildings and structures according to Indian and American codes. It provides objectives of analyzing wind loads and calculating design wind speed, pressure, and forces on structures. Key steps include obtaining basic wind speed, calculating risk coefficients, terrain and structure size factors, and determining design wind pressure and forces on buildings. The document compares the Indian Standard Code IS 875 with the American Society of Civil Engineers code ASCE-7, noting some differences in factors and equations used between the two codes.
Wind Analysis and Design of G+11 Storied Building using STAAD-ProIRJET Journal
This document presents a study analyzing wind loads on a G+11 storied reinforced concrete building using STAAD-Pro software. A 3D model of the building was created in STAAD-Pro based on specified dimensions and material properties. Wind loads were estimated according to Indian code IS 875 (Part 3)-1987, taking into account basic wind speed, zone factor, and height factor. Static analysis was performed considering dead load, live load, and wind load. Results found that deflection and forces increased with height and were highest under wind load in the x-direction. The study concluded wind loads are more critical for tall structures and designs should consider loads in both directions to determine critical forces.
This document discusses calculating wind and snow loads on solar photovoltaic (PV) systems according to standards from the American Society of Civil Engineers (ASCE). It provides examples of calculations for a residential solar installation in Colorado according to the 2012 International Building Code, which references ASCE 7-10 standards. The examples calculate wind and snow loads and compare them to the load capacities of SolarWorld solar modules to ensure compliance. Symbols and steps are outlined for determining design wind speeds, pressures, heights, exposures, and other factors to calculate wind and snow loads on the solar PV system using the methods specified in ASCE 7-05 and ASCE 7-10.
Taming The Wind with Engineered Tall Wallsdonaldsimon
This document provides an overview of tall wall systems and tools for designing tall walls. It discusses components of tall wall systems like studs, columns, headers and hardware. It also covers code requirements, technical tools like literature and software, and provides a design example using software. The goal is for participants to understand terminology, code requirements, loading considerations, and how to evaluate and design tall wall systems.
Keep Your Cool with the Building Regulations Part OIES VE
This document provides an overview and guidance on modelling building ventilation systems for compliance with the UK Building Regulations Part O, which addresses overheating risk assessments. It discusses the key requirements of Part O, including the simplified and dynamic thermal modelling assessment methods. It then focuses on modelling mechanical ventilation systems like MVHR and MEV using IES VE software, covering how to set up the systems in ApacheSim and ApacheHVAC, and the differences between the two approaches. Internal doors, weather files, and questions from attendees are also briefly addressed.
IRJET- Shape Optimization of Corners having Different Radius of High Rise Bui...IRJET Journal
This document discusses shape optimization of corners for high-rise buildings to reduce aerodynamic loads from wind. It examines modifying corner shapes through minor modifications like chamfered, rounded, or recessed corners. Computational fluid dynamics (CFD) simulations in ANSYS were used to analyze wind flow and forces on building models with original and modified corner shapes. The results showed that modifying corners to have a 2m radius significantly reduced velocities in the flow field compared to the original square building with sharp corners.
Comparision of ASCE ASCE7-10 to ASCE7-16 Of Wind loadMANOJ744889
The 2016 version of ASCE 7 introduced several significant changes from the 2010 standard. It updated wind speed maps, added provisions for enclosure classification, rooftop equipment, solar panels, and canopies. It also expanded design wind pressure tables for components and cladding. The standard provided new commentary on designing buildings to withstand tornadoes.
Wind Design to AS/NZ 1170.2 Webinar Slides - ClearCalcsClearCalcs
Technical webinar discussing wind design to Australian and New Zealand Wind Standard 1170.2-2011 including a discussion of key design parameters, modification factors, notable clauses, and worked examples for a simple omni-directional design and a complex multi-directional terrain design.
Try out the AS1170.2 Wind Calculator now available at ClearCalcs.com
Webinar recording available at:
https://vimeo.com/350649576
This document provides information on the calculation of beams, including:
1. It defines beams as structural elements that transmit loads from slabs to columns.
2. It describes the different types of loads beams must resist, such as dead loads, live loads, and seismic or wind loads.
3. It outlines the process for calculating the ultimate moment capacity and shear capacity of reinforced concrete beams. This includes determining reinforcement ratios and spacing.
This document reviews a monitoring programme submitted by a contractor for a construction project. It finds several issues with the contractor's schedule, including a lack of detail in some work packages, unrealistic durations and sequencing, missing procurement and long lead item activities, and incorrect scope definitions. The review advises the contractor to address these issues by restructuring the work breakdown, adding and splitting activities, correcting errors, and resubmitting the schedule for approval. Attachments provide reports on activity durations, relationships, and floats to support the findings.
This document provides an overview of wind load calculation procedures according to the International Building Code (IBC) 2012 and American Society of Civil Engineers (ASCE) 7-10 standards. It defines important terms related to wind loads and explains changes made in ASCE 7-10 from the previous ASCE 7-05 standard. The major wind load calculation procedures covered are the directional procedure for buildings of all heights, the envelop procedure for low-rise buildings, and the wind tunnel procedure. Steps of the directional procedure are outlined, including determining the risk category, basic wind speed, wind parameters, velocity pressure coefficients, and velocity pressure.
Daylight and Wind Studies for Successful Planning Applications in IrelandIES VE
The webinar covered the current planning requirements for Daylight, Sunlight and Pedestrian Comfort Studies in the Republic of Ireland. We also examined the new daylight standard IS EN 17037:2018 and how it compares to the now withdrawn BS 8206-2:2008 standard.
This document provides information about a continuing education course on cranes, hoists, and elevators codes and regulations. The course will cover various types of cranes, their design, safety requirements, and new rules including energy code compliance for elevators. It lists the learning objectives, describes the different sections that will be covered, and provides background information on codes and regulations regarding cranes.
This document discusses problems with building downwash modeling in AERMOD and the need for improvements. It summarizes research showing that AERMOD significantly overpredicts concentrations for certain building types like wide and long buildings. Examples are given where AERMOD predictions were 10 times higher than actual observed levels. Short-term solutions like using equivalent building dimensions are proposed, but a next generation model is needed that fixes issues in AERMOD's building wake and turbulence calculations and incorporates current scientific understanding of building downwash. Collaboration between regulators and industry is suggested to develop an improved, verified downwash model.
Colt Hayes Planning Approach v2 220121.pptxIrfanAwan25
1. The project involves the construction of a new data centre in Hayes, London with a total covered area of 236,806 square feet across five storeys and an electrical substation.
2. The project budget, start date, and duration are not specified. The project is scheduled to be completed by the end of 2023.
3. The document outlines the project scope, stakeholders, requirements, key dates, and provides section drawings and lists of work for the different levels of the building.
Understanding Inductive Bias in Machine LearningSUTEJAS
This presentation explores the concept of inductive bias in machine learning. It explains how algorithms come with built-in assumptions and preferences that guide the learning process. You'll learn about the different types of inductive bias and how they can impact the performance and generalizability of machine learning models.
The presentation also covers the positive and negative aspects of inductive bias, along with strategies for mitigating potential drawbacks. We'll explore examples of how bias manifests in algorithms like neural networks and decision trees.
By understanding inductive bias, you can gain valuable insights into how machine learning models work and make informed decisions when building and deploying them.
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Pressure Coefficients on Building Facades for Building SimulationSimScale
While accurate wind pressure coefficients are critical to evaluating building design, most engineering software for energy and thermal analysis oversimplifies treatment of wind pressure, which can adversely impact cooling, ventilation, overheating, and fresh air rates assessments. This presentation shows how SimScale provides accurate calculations of wind pressures, quickly and cost-efficiently, to deliver a more comprehensive evaluation of building performance.
Watch the webinar recording here: https://www.youtube.com/watch?v=VU4-PN9PYDM
The document discusses various topics related to hurricane shutters:
- It outlines 5 sessions on hurricane shutter history, design, types, installation, and impact glass.
- It provides an overview of different shutter types including roll-up, accordion, Bahama, colonial, storm panels, screens, and fabric screens.
- Key factors in shutter design and performance are discussed such as withstanding wind forces, impact resistance, and preventing water infiltration.
The only documentation on the building downwash algorithm in AERMOD, referred to as PRIME, is found in the 2000 A&WMA Journal article by Schulman, Strimaitis and Scire. Recent field and wind tunnel studies have shown that AERMOD overpredicts concentrations by factors of 2 to 8 for certain building configurations. While a wind tunnel equivalent building dimension study (EBD) can be conducted to approximately correct the overprediction bias, past field and wind tunnel studies indicate that there are notable flaws in the PRIME building downwash theory. A detailed review of the theory supported by CFD and wind tunnel simulations of flow over simple rectangular buildings revealed the following serious theoretical flaws: enhanced turbulence in the building wake starting at the wrong longitudinal location; constant enhanced turbulence extending up to the wake height; constant initial enhanced turbulence in the building wake (does not vary with roughness or stability); discontinuities in the streamline calculations; and no method to account for streamlined or porous structures.
This paper documents some of the theoretical flaws that have been found in PRIME and provides supporting CFD and wind tunnel observations that confirm these findings. A suggested path forward to correct these problems is also outlined in accordance to Appendix W’s mandate that a model should be based on sound science and that its components are validated accordingly. In other words, corrections to the downwash theory in the model would ensure that the right answer is obtained for the right reason.
This document discusses the calculation of wind loads for structural design. It provides background on wind loads and defines key terms. It outlines wind speed areas in Tanzania and the design procedure, which involves determining the site wind speed, characteristic wind pressure, external and internal pressures on the structure, and the net pressure. Examples are provided to demonstrate calculating wind loads. Load factors of safety and load combinations are also defined.
The International Journal of Engineering & Science is aimed at providing a platform for researchers, engineers, scientists, or educators to publish their original research results, to exchange new ideas, to disseminate information in innovative designs, engineering experiences and technological skills. It is also the Journal's objective to promote engineering and technology education. All papers submitted to the Journal will be blind peer-reviewed. Only original articles will be published.
The papers for publication in The International Journal of Engineering& Science are selected through rigorous peer reviews to ensure originality, timeliness, relevance, and readability.
The document discusses wind load analysis on buildings and structures according to Indian and American codes. It provides objectives of analyzing wind loads and calculating design wind speed, pressure, and forces on structures. Key steps include obtaining basic wind speed, calculating risk coefficients, terrain and structure size factors, and determining design wind pressure and forces on buildings. The document compares the Indian Standard Code IS 875 with the American Society of Civil Engineers code ASCE-7, noting some differences in factors and equations used between the two codes.
Wind Analysis and Design of G+11 Storied Building using STAAD-ProIRJET Journal
This document presents a study analyzing wind loads on a G+11 storied reinforced concrete building using STAAD-Pro software. A 3D model of the building was created in STAAD-Pro based on specified dimensions and material properties. Wind loads were estimated according to Indian code IS 875 (Part 3)-1987, taking into account basic wind speed, zone factor, and height factor. Static analysis was performed considering dead load, live load, and wind load. Results found that deflection and forces increased with height and were highest under wind load in the x-direction. The study concluded wind loads are more critical for tall structures and designs should consider loads in both directions to determine critical forces.
This document discusses calculating wind and snow loads on solar photovoltaic (PV) systems according to standards from the American Society of Civil Engineers (ASCE). It provides examples of calculations for a residential solar installation in Colorado according to the 2012 International Building Code, which references ASCE 7-10 standards. The examples calculate wind and snow loads and compare them to the load capacities of SolarWorld solar modules to ensure compliance. Symbols and steps are outlined for determining design wind speeds, pressures, heights, exposures, and other factors to calculate wind and snow loads on the solar PV system using the methods specified in ASCE 7-05 and ASCE 7-10.
Taming The Wind with Engineered Tall Wallsdonaldsimon
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Keep Your Cool with the Building Regulations Part OIES VE
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The 2016 version of ASCE 7 introduced several significant changes from the 2010 standard. It updated wind speed maps, added provisions for enclosure classification, rooftop equipment, solar panels, and canopies. It also expanded design wind pressure tables for components and cladding. The standard provided new commentary on designing buildings to withstand tornadoes.
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Technical webinar discussing wind design to Australian and New Zealand Wind Standard 1170.2-2011 including a discussion of key design parameters, modification factors, notable clauses, and worked examples for a simple omni-directional design and a complex multi-directional terrain design.
Try out the AS1170.2 Wind Calculator now available at ClearCalcs.com
Webinar recording available at:
https://vimeo.com/350649576
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1. It defines beams as structural elements that transmit loads from slabs to columns.
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3. It outlines the process for calculating the ultimate moment capacity and shear capacity of reinforced concrete beams. This includes determining reinforcement ratios and spacing.
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6th International Conference on Machine Learning & Applications (CMLA 2024) will provide an excellent international forum for sharing knowledge and results in theory, methodology and applications of on Machine Learning & Applications.
Advanced control scheme of doubly fed induction generator for wind turbine us...IJECEIAES
This paper describes a speed control device for generating electrical energy on an electricity network based on the doubly fed induction generator (DFIG) used for wind power conversion systems. At first, a double-fed induction generator model was constructed. A control law is formulated to govern the flow of energy between the stator of a DFIG and the energy network using three types of controllers: proportional integral (PI), sliding mode controller (SMC) and second order sliding mode controller (SOSMC). Their different results in terms of power reference tracking, reaction to unexpected speed fluctuations, sensitivity to perturbations, and resilience against machine parameter alterations are compared. MATLAB/Simulink was used to conduct the simulations for the preceding study. Multiple simulations have shown very satisfying results, and the investigations demonstrate the efficacy and power-enhancing capabilities of the suggested control system.
2. Operations Strategy in a Global Environment.ppt
15 05-05 wind uplift - the next big lift - roof tech presentation
1. Wind Uplift: The Next Big Lift
Wind Uplift:
The Next Big Lift
Josh Jensen, AScT, CHI, RRO, RRC
2. Wind Uplift: The Next Big Lift
All building envelope components must be designed
to withstand the forces of wind.
Proper design of the roof and perimeter flashing is
often miss understood and not properly completed on
many buildings.
What can this lead to?
Wind Uplift Design
15. Wind Uplift: The Next Big Lift
Detachment of material
Rupture of membrane
Permanent deformation of materials
Any damage that results in a leak
With respect to full adhered systems, detachment of
insulation from underlying layers within the assembly
What is a failure?
16. Wind Uplift: The Next Big Lift
Proper construction to withstand wind uplift forces is
still not fully understood within the industry
A roof can fail through the forces of the wind acting
on the roof membrane surface.
Many of the roof membranes we use today can
withstand the forces of wind within Canada fairly easily
if designed properly.
Wind Uplift Performance
17. Wind Uplift: The Next Big Lift
So how do the codes deal with this?
• Part 5 – Environmental Separation
◦ Construction conforming to a design that resists the
loads of wind up-lift imposed on roofing and
associated components.
• Schedule B (BC Only)
◦ 1.18 Roofing and Flashings
◦ 1.22 Integration of BE components
◦ 1.06 Structural Capacity of Architectural Components
Wind Uplift Performance
18. Wind Uplift: The Next Big Lift
Section 4.1.7 of the BCBC / NBC provides direction on
calculations to be completed and refers to the NBC Structural
Commentary
p=IwqCeCgCp
p = specified external pressure
Iw = importance factor
q = reference velocity pressure
Ce = exposure factor
Cg = gust factor
Cp = external pressure coefficient
Wind Uplift Calculation
19. Wind Uplift: The Next Big Lift
Internal pressures must be accounted for
pi=IwqCeCgiCpi
pi = specified Pressure
Iw = importance factor
q = reference velocity pressure
Ce = exposure factor
Cgi = gust factor
Cpi = external pressure coefficient
Wind Uplift Calculation
20. Wind Uplift: The Next Big Lift
Internal and external forces are added together to
get the total pressure acting on the roof membrane
assembly.
Wind Uplift Calculation
21. Wind Uplift: The Next Big Lift
Importance Factor (Iw)
• Low 0.8
• Normal 1
• High 1.15
• Post-Disaster 1.25
Wind Uplift Calculation
22. Wind Uplift: The Next Big Lift
Reference Velocity (q)
1 in 50 wind velocity found in Appendix C
Check with local Authorities having Jurisdiction (AHJ)
to ensure correct pressure is used
Vancouver (City Hall) 0.45 kPa
Sandspit 0.78kPa
Wind Uplift Calculation
23. Wind Uplift: The Next Big Lift
Exposure Factor (Ce)
Depends on the terrain
Open Terrain = (h/10)0.2 not less than 0.9
Rough Terrain = 0.7(h/12)0.3 not less than 0.7
Interpolation for transitional areas
Wind Uplift Calculation
26. Wind Uplift: The Next Big Lift
Gust Factor (Cg) (Cgi)
Cladding and components use:
Cgi = 2.0*
*Unless a large single volume of internal air
For Cg, although a coefficient is given it must be looked
at with Cp as a larger coefficient for roofing
Wind Uplift Calculation
27. Wind Uplift: The Next Big Lift
Pressure Coefficients (Cpi)
Category 1 = Cpi = -0.15 to 0
• Buildings without large openings, but having small
uniformly distributed openings amounting to less than
0.1% of the total surface area.
• An opening is a window or door which can be expected to
be open during a storm, either though expected usage or
through damage.
• Such buildings include high-rise buildings with no operable
windows and are mechanically ventilated. Some less
common low rise buildings such as concrete tilt-up buildings
with storm proof doors.
Wind Uplift Calculation
28. Wind Uplift: The Next Big Lift
Pressure Coefficients (Cpi)
Category 2 = Cpi = -.45 to 0.3
• This category covers buildings in which significant
openings, if there are any, can be relied on to be
closed during storms but in which background leakage
may not by uniformly distributed.
• Most low-rise buildings fall into this category
provided that all elements – especially shipping doors
– are designed to be fully wind-resistant. Most high-
rise buildings with operable windows or balcony
doors also fall into this category.
Wind Uplift Calculation
29. Wind Uplift: The Next Big Lift
Pressure Coefficients (Cpi)
Category 3 = Cpi = -0.7 to 0.7
• This category covers buildings with large or significant
openings through which gusts are transmitted to the
interior.
• Examples of such buildings included sheds with one or
more open sides as well as industrial buildings with
shipping doors, ventilators or the like, which have a
high probability of being open during a storm or not
being fully resistant to design wind loads.
Wind Uplift Calculation
30. Wind Uplift: The Next Big Lift
Gust Factor and external pressure coefficient (CpCg)
Graphs are used to determine coefficients
Tributary area over a component must be taken into
account
Wind Uplift Calculation
34. Wind Uplift: The Next Big Lift
Online Calculator Available for Simple Generic
Buildings
www.nrc-cnrc.gc.ca/eng/services/windrci
Online Calculator
35. Wind Uplift: The Next Big Lift
Only Buildings up to 150’ high
Cannot be used for :
• buildings on a cliff or escarpment
• unusually shaped buildings
• Post Disaster Buildings
Limitations of Online Calculator
36. Wind Uplift: The Next Big Lift
This calculation provides an unfactored wind uplift
design pressure for the Corner, Perimeter, and Field
Some of the factors often overlooked:
• Are there overhangs?
• Window and door sizes and openings
• Tributary area
• True Exposure Factor
Wind Uplift Performance
37. Wind Uplift: The Next Big Lift
The calculation within the BCBC / NBC is based on
wind data taken from weather stations across the
country
The reference wind speed / velocity pressures is
based on an averaged hour.
Our US counterparts to the south uses 3-second gusts
to determine the reference wind speed
Wind Uplift Performance
38. Wind Uplift: The Next Big Lift
OK, we have a number now, what next?
Well…..
Wind Uplift Performance
39. Wind Uplift: The Next Big Lift
FM Global, formally Factory Mutual, is an
international full building insurance company.
Due to a number of insurable claims, FM took it upon
themselves to develop requirements that must be met for
them to be able to insure a building. These requirements
are based on claims made as well as testing of actual
assemblies.
This is a voluntary requirement and is not codified.
• There is a new standard in the US (ANSI FM 4474)
which is not relevant in Canada.
FM, What is FM?
40. Wind Uplift: The Next Big Lift
So what does it mean when you spec a roof to meet
FM 1-90?
• The prefix 1 means that the roof system has passed
the FM requirement for Calorimeter Testing.
• The second number is the field uplift pressure.
• The Canadian method of determining uplift pressures
is different and cannot be used to determine the
design pressure for use with FM systems.
FM 1-90 or 1-60 Ratings
41. Wind Uplift: The Next Big Lift
A Roof System that has a FM 1-90 rating means that
the roof membrane assembly is rated at 90 psf.
Assembly includes:
• Membrane
• Insulation
• Air / Vapour barrier
• Overlay boards
• Substrate
FM 1-90 or 1-60 Ratings
42. Wind Uplift: The Next Big Lift
The calculation within the FM requirements is based
on wind data taken from weather stations across the
USA
The reference wind speeds / velocity pressures is
based on a 3 second gust rather than an averaged hour.
Wind Uplift Performance
43. Wind Uplift: The Next Big Lift
To determine what FM rating is required for a
particular project a calculation must be performed.
• https://roofnav.fmglobal.com
By referencing the FM 1-90 requirement you may
unintentionally specify something else like:
• Steel Deck Gauge
• Nailer Attachment
• Steel Weld Sizes and Patterns
FMG Requirements
44. Wind Uplift: The Next Big Lift
What does the Designer, Roofer, General Contractor,
or Inspector need to know?
• By specifying these requirements you may
unintentionally contradict another part of the project
documents
• There is more to the requirements then just membrane
selections and uplift ratings
• Something that is “buried” in the roofing specification
may impact the forming contractor or steel welders
• Possible extra costs during construction?
FMG Requirements
45. Wind Uplift: The Next Big Lift
OK, so FM doesn’t work for us now what?
Our new option……
Wind Uplift Performance
46. Wind Uplift: The Next Big Lift
CSA standards have been developed to encompass all
aspects of roofing.
The CSA A123.21 Wind Uplift Standard is being
completed in phases.
This standard is different than American standards as in is
based on dynamic pressure differential rather than static
pressure.
Currently the completed phases include:
• mechanically attached roofing systems,
• adhesively applied roofing systems.
• Partially adhered roofing systems
CSA Standards for Wind Uplift?
48. Wind Uplift: The Next Big Lift
On March 29th, 2015 the Canadian Commission on
Building and Fire Codes accepted proposed change
525 in the 2015 version of the National Building Code.
Proposed Change 525 included adopting CSA
A123.21 as the national reference standard for which
roof membranes must be tested to comply with the wind
uplift requirements of the building code.
This version of the NBCC will go into full effect in at
the end of the year.
CSA A 123.21 - 14
49. Wind Uplift: The Next Big Lift
There are several testing labs conducting these tests.
Go to the testing lab website or ask the manufacturer
to provide test reports showing membrane uplift
performance.
Wind Uplift Performance
53. Wind Uplift: The Next Big Lift
Deck Type
• The majority of the tests are conducted using a Steel
Deck
Wind Uplift Performance
54. Wind Uplift: The Next Big Lift
The new code wording does allow for exceptions for
assemblies such as:
• Ballasted roofs
• Traditional BUR’s
• Sloped roofing
Wind Uplift Performance
55. Wind Uplift: The Next Big Lift
Design complete:
• Design pressure calculated
• Membrane Selected
• Done?
Wind Uplift Performance
56. Wind Uplift: The Next Big Lift
Improperly secured perimeter flashing is the leading
cause of roof failures through wind uplift.
Once the flashings are bent or torn off the wind can
act directly on the edge of the membrane.
Wind Uplift Performance
57. Wind Uplift: The Next Big Lift
BCBC Appendix A
A-5.6.2.1
• Roof Flashings guidelines
◦ Roofing Specifications, Canadian Roofing Contractors
Association
◦ Architectural Sheet Metal Manual – SMACNA
◦ Roofing and Waterproofing Manual, National Roofing
Contractors Association
Wind Uplift Performance
58. Wind Uplift: The Next Big Lift
There is currently no standard for the design of flashings
for wind uplift in Canada.
What Standards are in-place to aid with designing
flashing components?
• ANSI/SPRI ES-1 - http://www.spri.org/
• FMG Data Sheet 1-49 - http://www.fmglobal.com/default.aspx
Both documents are based on tested flashing assemblies
The FM requirement is intended to only be used on FM
insured buildings. It is not referenced in any building codes or
industry standards and therefore is a voluntary standard.
Wind Uplift Performance - Flashings
59. Wind Uplift: The Next Big Lift
RCABC has developed flashing attachment standards for
use by RCABC members.
These standards are based on SMACNA (Sheet Metal
and Air Conditioning Contractors` National Association)
details with some changes to meet BC’s specific requirements.
SMACNA’s current details are tested to meet the
ANSI/SPRI ES-1Standard
These flashing attachment details are meant for typical
details and thus cannot be used for unique or custom flashing
profiles.
Wind ratings for RCABC details are not provided
RCABC Flashing Standards
60. Wind Uplift: The Next Big Lift
Although the CSA A123.21 – 14 standard includes
testing for roofing it does not yet include perimeter
flashings.
Currently the committee is at the design guide stage
of the inclusion of perimeter flashings into the standard
Three different models of testing are currently being
pursued:
• Full system
• Specific parapet
• Modeling Verification
Where is the CSA?
61. Wind Uplift: The Next Big Lift
The draft design guide will be completed this year
The design guide will include:
• How to complete the calculations for pressures on
flashings
• Sample flashing profiles commonly used in Canada
along with design pressures
• Description of materials used within those flashing
profiles
Where is the CSA?
62. Wind Uplift: The Next Big Lift
Wind Design: Roofing and Flashings
• Ensure that any design is reviewed, use any available
standards to unsure due diligence is exercised.
• Follow-up in construction to ensure that the contractor
understood and has provided what was designed.
Conclusion
63. Wind Uplift: The Next Big Lift
Remember, when it comes to wind design, just
because it has worked for hundreds of years doesn’t
mean it can’t fail in a second.
Wind Performance