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.
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.
This document provides an introductory tutorial for building a model in SAP2000. It describes building a model of a five panel sloped truss bridge that is 60 feet long. The tutorial walks through defining materials, drawing frame and area objects, adding loads and restraints, running analyses, and reviewing results. It introduces the basic tools and functions in SAP2000 for constructing models and performing common modeling tasks.
Tower design using Dynamic analysis method is now became easier than ever with this simple and effective PDF manual. Starting from modeling, defining till computing results based on Dynamic Analysis you can build the tower of your dream.
Engineering is fun and so does this PDF !
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
Designing a Cold-Formed Steel Beam Using AISI S100-16ClearCalcs
ClearCalcs engineer Brooks Smith outlines what makes Cold Formed and Light Gauge steel unique, the design process using the Direct Strength Method, and runs through design examples and considerations including: flexural capacity, shear capacity, bearing capacity, load interactions, and deflection.
This webinar is perfect for structural and civil engineers interested in learning more about cold formed steel for and its applications in structural design and analysis.
Try out our cold formed steel calculators at www.clearcalcs.com
This document discusses static pushover analysis for seismic design performance assessment. It describes how to construct a pushover curve by defining a structural model and loads, and performing an analysis while controlling displacements. Two main methods are presented for using the pushover curve: the Capacity Spectrum Method (ATC-40) which constructs a capacity spectrum and determines a performance point, and the Displacement Coefficient Method (FEMA 273) which estimates a target displacement. The document also provides examples of modeling elements and their force-deformation properties for the pushover analysis.
SAP2000 is civil engineering software for analyzing and designing transportation, industrial, and other structures. It allows modeling of 2D and 3D structures with a variety of elements like frames, trusses, shells, cables, and more. Analysis methods include static, dynamic, buckling and pushover analysis. Design of steel, concrete, aluminum and cold-formed steel structures is integrated. The software provides tools for loading, meshing, reporting, and importing/exporting to work efficiently on structural design projects.
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.
This document provides an introductory tutorial for building a model in SAP2000. It describes building a model of a five panel sloped truss bridge that is 60 feet long. The tutorial walks through defining materials, drawing frame and area objects, adding loads and restraints, running analyses, and reviewing results. It introduces the basic tools and functions in SAP2000 for constructing models and performing common modeling tasks.
Tower design using Dynamic analysis method is now became easier than ever with this simple and effective PDF manual. Starting from modeling, defining till computing results based on Dynamic Analysis you can build the tower of your dream.
Engineering is fun and so does this PDF !
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
Designing a Cold-Formed Steel Beam Using AISI S100-16ClearCalcs
ClearCalcs engineer Brooks Smith outlines what makes Cold Formed and Light Gauge steel unique, the design process using the Direct Strength Method, and runs through design examples and considerations including: flexural capacity, shear capacity, bearing capacity, load interactions, and deflection.
This webinar is perfect for structural and civil engineers interested in learning more about cold formed steel for and its applications in structural design and analysis.
Try out our cold formed steel calculators at www.clearcalcs.com
This document discusses static pushover analysis for seismic design performance assessment. It describes how to construct a pushover curve by defining a structural model and loads, and performing an analysis while controlling displacements. Two main methods are presented for using the pushover curve: the Capacity Spectrum Method (ATC-40) which constructs a capacity spectrum and determines a performance point, and the Displacement Coefficient Method (FEMA 273) which estimates a target displacement. The document also provides examples of modeling elements and their force-deformation properties for the pushover analysis.
SAP2000 is civil engineering software for analyzing and designing transportation, industrial, and other structures. It allows modeling of 2D and 3D structures with a variety of elements like frames, trusses, shells, cables, and more. Analysis methods include static, dynamic, buckling and pushover analysis. Design of steel, concrete, aluminum and cold-formed steel structures is integrated. The software provides tools for loading, meshing, reporting, and importing/exporting to work efficiently on structural design projects.
This document summarizes the assumptions and limitations of the steel frame design algorithms in the software for Eurocode 3-2005. Some key assumptions include using the CEN version of the code by default, assuming plastic design for shear resistance, and ignoring intermediate shear stiffeners. Limitations include an inability to design sections under 3mm thick or consider the effects of torsion, high-strength steels, or circular hollow sections. The user is advised to review all assumptions and limitations.
How to model and analyse structures using etabsWilson vils
This document provides steps for modeling and analyzing structures using ETABS software. It outlines 20 main steps including: 1) Creating a new model and defining grid, materials and sections, 2) Drawing columns, beams, slabs and walls, 3) Applying loads such as live, dead, wind and earthquake loads, 4) Creating load combinations, 5) Meshing shear walls and slabs, and 6) Assigning diaphragms. The steps provide details on how to properly model different building components and apply loads for structural analysis in ETABS.
This document analyzes methods to reduce vibrations transmitted from machines to foundations. It examines a frame foundation model supported by springs, hard rock basalt layers, and soft rubber layers beneath the foundation. Dynamic analysis was conducted to determine the foundation's natural frequency and plot transmissibility curves. Results show that a soft rubber layer is most effective at isolating vibrations, with support reaction decreasing significantly as stiffness increases, indicating better vibration control compared to spring or hard rock basalt supports. The document concludes with recommendations for machine foundation design to minimize vibration transfer.
The document summarizes the structural analysis of a culvert using finite element analysis software ANSYS. It describes the steps taken which include defining the material properties of low-carbon steel, applying appropriate loading and boundary conditions, generating a mesh, and analyzing the results to find maximum deformation and Von Mises stress. The maximum deformation occurs in the horizontal direction while the stress is concentrated at the arc of the structure. Reinforcement of the arc is recommended to improve the design.
The document provides an overview of buckling analysis in ANSYS. It discusses buckling of columns with well-defined end conditions, buckling of a special column, and second order analysis of a simple beam. The preprocessing, solution, and postprocessing phases of ANSYS are outlined. Step-by-step instructions are given for modeling each example and obtaining the buckling load using eigenvalue buckling analysis. Manual calculations are also shown for comparison.
This document provides an overview of concrete shear wall design requirements according to the 1997 UBC and 2002 ACI code. It discusses the definition of shear walls, requirements for wall reinforcement, shear and flexural design, and determination of boundary zones using both a simplified approach based on load levels and a more rigorous approach using displacement and strain calculations. Details of boundary zone reinforcement are also covered.
Overview of Direct Analysis Method of Design forRyan Brotherson
The document provides an overview of the direct analysis method for structural stability design according to the AISC 360 specification. It discusses changes in the specification's requirements, limitations of previous methods like the effective length method, and how direct analysis addresses stability factors more directly. Direct analysis requires determining required member strengths from a second-order analysis with notional loads and reduced stiffnesses, and checking these against available strengths calculated without effective length factors. The document explains how software tools like STAAD and RAM can implement aspects of direct analysis, though some use approximate methods rather than full second-order analysis.
This presentation is intended for year-2 BEng/MEng Civil and Structural Engineering Students. The main purpose is to present how characterise wind loading on simple building structures according to Eurocode 1
This document discusses the design of crane runway girders. It covers three main issues with crane girder and structure connections: vertical load transformation, free rotation at supports, and transverse load transformation. It then provides details on typical crane girder sections and rail fastenings. The design procedure outlined involves calculating vertical and horizontal loads, determining load combinations, and checking the girder for major axis bending capacity, lateral-torsional buckling, combined bending moments, web shear, local compression under wheels, web bearing and buckling, and deflections. References are made throughout to relevant British standards for structural steel design.
The document provides an overview of the ASCE 7 provisions for determining wind loads on structures. It discusses the three main design methods in ASCE 7: the simplified procedure, analytical procedure, and wind tunnel procedure. Key terms covered include basic wind speed, exposure categories, importance factor, velocity pressure coefficients, gust factor, and pressure coefficients. It also summarizes how to determine internal and external wind pressures on building components using equations and diagrams from ASCE 7.
The document discusses the direct analysis method for load and resistance factor design (LRFD) using SAP2000 v20 software. It outlines the general analysis requirements including using second-order analysis, applying notional loads, and reducing member stiffnesses. It provides steps to define loads and combinations in SAP2000 for the design stage. The document notes that using the Tau-b fixed stiffness reduction method may result in incorrect values and recommends either increasing the notional load ratio or changing to the Tau-b variable method to get the correct values.
Some thing about piston design using ansysSattar200
The document discusses fatigue analysis of internal combustion engine pistons using finite element analysis. It summarizes four research articles that analyze piston design, stress distribution, heat transfer, and fatigue life when subjected to pressure and temperature loads. The articles analyze pistons made of materials like aluminum alloy, cast iron, and aluminum silicon carbide composite. Finite element analysis software like ANSYS and Adams are used to simulate piston behavior under working conditions and optimize design parameters like thickness, stress levels, and fatigue life. The analyses show that aluminum alloy pistons have better thermal conductivity but lower strength compared to cast iron. Material optimization can further improve piston performance.
This document provides an overview of analysis and design methods for concrete slabs, including:
1. Elastic analysis methods like grillage analysis and finite element analysis can be used to determine moments and shear forces in slabs.
2. Yield line theory is an alternative plastic/ultimate limit state approach for determining the ultimate load capacity of ductile concrete slabs. It involves assuming yield line patterns that divide the slab into rigid regions and equating external and internal work.
3. Examples are provided to illustrate yield line analysis for one-way spanning slabs and rectangular two-way slabs. Conventions, assumptions, and calculation procedures are explained.
This document provides an introduction to using Abaqus finite element analysis software. It outlines the key features of Abaqus including its extensive library of elements to model various geometries and materials, and its capabilities for static and dynamic linear and nonlinear analysis. The document then presents example tutorials for creating models of a truss, 2D plate, and 3D solid to demonstrate how to use Abaqus/CAE for finite element modeling, applying loads and boundary conditions, meshing, running analyses, and post-processing results. It is intended as a quick introduction to the software for a course on finite elements at Rensselaer Polytechnic Institute.
The document provides a 7 step process for modeling a structure in ETABS according to Eurocodes, including:
1) Specifying material properties for concrete.
2) Adding frame sections for columns and beams.
3) Defining slab and wall properties.
4) Specifying the response spectrum function.
5) Adding load cases.
6) Defining equivalent static analysis and load combinations.
7) Specifying the modal response spectrum analysis.
The document provides information on structural design basis according to EN1990:2002, including:
1. Design working life categories ranging from 10 to 100 years depending on the structure type.
2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic.
3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure.
4. Combination factors and partial factors for actions are provided for ultimate limit state design.
This document provides step-by-step instructions for modeling, analyzing, and designing a 10-story reinforced concrete building using ETABS. It describes creating the model grid and defining material properties. It also details drawing structural members like beams, columns, slabs, and shear walls and assigning section properties. The document specifies loading cases, analysis options, and design codes. It concludes with running analyses, design, and checking story drift. The overall objective is to demonstrate modeling and design of a reinforced concrete building using static lateral force procedure.
we select cantilever beam having I,C,T section and we select material cast iron, stainless steel, steel and analyze base upon modal and static analysis.we see here deformation,stress ,strain and based upon it we conclude.
This document discusses calculating wind loads on structures according to the ASCE 7 standard. Wind loads are dynamic loads that depend on factors like wind speed, structure height and shape, surface roughness, and location. The calculation involves determining the basic wind speed, then applying adjustment factors for directionality, importance, height, topography, force coefficients, gust effects, and others to calculate the total design wind force and moments on each structural component.
Base shear is the maximum expected lateral force at the base of a structure due to seismic activity. It depends on soil conditions, proximity to faults, structure properties, and total weight. ETABS compares the dynamic base shear from response spectrum analysis to 85% of the static base shear. If dynamic is less than 85% of static, the scale factor is adjusted so that dynamic equals 85% of static and analysis is rerun. The document provides steps to match base shear in ETABS by modifying the scale factor if needed.
2014 BCBC Envelope Compliance - ASHRAE 90.1 and NECBSophie Mercier
This presentation includes and overview of ASHRAE 90.1 2010 and NECB 2011 building envelope prescriptive requirements and trade off method, how to account for thermal bridging and the real R value of envelope assemblies.
Presented at the 2014 AIBC Shifting Perspectives Conference.
Design and analasys of a g+3 residential building using staadgopichand's
This document presents a graduation project analyzing and designing a G+3 residential building using STAAD Pro software. The objectives are to carry out analysis and design of structural elements like slabs, columns, and shear walls and get experience with STAAD Pro and AutoCAD. The project building consists of 3 repeated floors in Hyderabad. The document discusses analyzing loads, modeling the building in STAAD Pro, designing columns, beams, slabs, and foundations, and concludes with the advantages and limitations of using structural analysis software.
This document summarizes the assumptions and limitations of the steel frame design algorithms in the software for Eurocode 3-2005. Some key assumptions include using the CEN version of the code by default, assuming plastic design for shear resistance, and ignoring intermediate shear stiffeners. Limitations include an inability to design sections under 3mm thick or consider the effects of torsion, high-strength steels, or circular hollow sections. The user is advised to review all assumptions and limitations.
How to model and analyse structures using etabsWilson vils
This document provides steps for modeling and analyzing structures using ETABS software. It outlines 20 main steps including: 1) Creating a new model and defining grid, materials and sections, 2) Drawing columns, beams, slabs and walls, 3) Applying loads such as live, dead, wind and earthquake loads, 4) Creating load combinations, 5) Meshing shear walls and slabs, and 6) Assigning diaphragms. The steps provide details on how to properly model different building components and apply loads for structural analysis in ETABS.
This document analyzes methods to reduce vibrations transmitted from machines to foundations. It examines a frame foundation model supported by springs, hard rock basalt layers, and soft rubber layers beneath the foundation. Dynamic analysis was conducted to determine the foundation's natural frequency and plot transmissibility curves. Results show that a soft rubber layer is most effective at isolating vibrations, with support reaction decreasing significantly as stiffness increases, indicating better vibration control compared to spring or hard rock basalt supports. The document concludes with recommendations for machine foundation design to minimize vibration transfer.
The document summarizes the structural analysis of a culvert using finite element analysis software ANSYS. It describes the steps taken which include defining the material properties of low-carbon steel, applying appropriate loading and boundary conditions, generating a mesh, and analyzing the results to find maximum deformation and Von Mises stress. The maximum deformation occurs in the horizontal direction while the stress is concentrated at the arc of the structure. Reinforcement of the arc is recommended to improve the design.
The document provides an overview of buckling analysis in ANSYS. It discusses buckling of columns with well-defined end conditions, buckling of a special column, and second order analysis of a simple beam. The preprocessing, solution, and postprocessing phases of ANSYS are outlined. Step-by-step instructions are given for modeling each example and obtaining the buckling load using eigenvalue buckling analysis. Manual calculations are also shown for comparison.
This document provides an overview of concrete shear wall design requirements according to the 1997 UBC and 2002 ACI code. It discusses the definition of shear walls, requirements for wall reinforcement, shear and flexural design, and determination of boundary zones using both a simplified approach based on load levels and a more rigorous approach using displacement and strain calculations. Details of boundary zone reinforcement are also covered.
Overview of Direct Analysis Method of Design forRyan Brotherson
The document provides an overview of the direct analysis method for structural stability design according to the AISC 360 specification. It discusses changes in the specification's requirements, limitations of previous methods like the effective length method, and how direct analysis addresses stability factors more directly. Direct analysis requires determining required member strengths from a second-order analysis with notional loads and reduced stiffnesses, and checking these against available strengths calculated without effective length factors. The document explains how software tools like STAAD and RAM can implement aspects of direct analysis, though some use approximate methods rather than full second-order analysis.
This presentation is intended for year-2 BEng/MEng Civil and Structural Engineering Students. The main purpose is to present how characterise wind loading on simple building structures according to Eurocode 1
This document discusses the design of crane runway girders. It covers three main issues with crane girder and structure connections: vertical load transformation, free rotation at supports, and transverse load transformation. It then provides details on typical crane girder sections and rail fastenings. The design procedure outlined involves calculating vertical and horizontal loads, determining load combinations, and checking the girder for major axis bending capacity, lateral-torsional buckling, combined bending moments, web shear, local compression under wheels, web bearing and buckling, and deflections. References are made throughout to relevant British standards for structural steel design.
The document provides an overview of the ASCE 7 provisions for determining wind loads on structures. It discusses the three main design methods in ASCE 7: the simplified procedure, analytical procedure, and wind tunnel procedure. Key terms covered include basic wind speed, exposure categories, importance factor, velocity pressure coefficients, gust factor, and pressure coefficients. It also summarizes how to determine internal and external wind pressures on building components using equations and diagrams from ASCE 7.
The document discusses the direct analysis method for load and resistance factor design (LRFD) using SAP2000 v20 software. It outlines the general analysis requirements including using second-order analysis, applying notional loads, and reducing member stiffnesses. It provides steps to define loads and combinations in SAP2000 for the design stage. The document notes that using the Tau-b fixed stiffness reduction method may result in incorrect values and recommends either increasing the notional load ratio or changing to the Tau-b variable method to get the correct values.
Some thing about piston design using ansysSattar200
The document discusses fatigue analysis of internal combustion engine pistons using finite element analysis. It summarizes four research articles that analyze piston design, stress distribution, heat transfer, and fatigue life when subjected to pressure and temperature loads. The articles analyze pistons made of materials like aluminum alloy, cast iron, and aluminum silicon carbide composite. Finite element analysis software like ANSYS and Adams are used to simulate piston behavior under working conditions and optimize design parameters like thickness, stress levels, and fatigue life. The analyses show that aluminum alloy pistons have better thermal conductivity but lower strength compared to cast iron. Material optimization can further improve piston performance.
This document provides an overview of analysis and design methods for concrete slabs, including:
1. Elastic analysis methods like grillage analysis and finite element analysis can be used to determine moments and shear forces in slabs.
2. Yield line theory is an alternative plastic/ultimate limit state approach for determining the ultimate load capacity of ductile concrete slabs. It involves assuming yield line patterns that divide the slab into rigid regions and equating external and internal work.
3. Examples are provided to illustrate yield line analysis for one-way spanning slabs and rectangular two-way slabs. Conventions, assumptions, and calculation procedures are explained.
This document provides an introduction to using Abaqus finite element analysis software. It outlines the key features of Abaqus including its extensive library of elements to model various geometries and materials, and its capabilities for static and dynamic linear and nonlinear analysis. The document then presents example tutorials for creating models of a truss, 2D plate, and 3D solid to demonstrate how to use Abaqus/CAE for finite element modeling, applying loads and boundary conditions, meshing, running analyses, and post-processing results. It is intended as a quick introduction to the software for a course on finite elements at Rensselaer Polytechnic Institute.
The document provides a 7 step process for modeling a structure in ETABS according to Eurocodes, including:
1) Specifying material properties for concrete.
2) Adding frame sections for columns and beams.
3) Defining slab and wall properties.
4) Specifying the response spectrum function.
5) Adding load cases.
6) Defining equivalent static analysis and load combinations.
7) Specifying the modal response spectrum analysis.
The document provides information on structural design basis according to EN1990:2002, including:
1. Design working life categories ranging from 10 to 100 years depending on the structure type.
2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic.
3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure.
4. Combination factors and partial factors for actions are provided for ultimate limit state design.
This document provides step-by-step instructions for modeling, analyzing, and designing a 10-story reinforced concrete building using ETABS. It describes creating the model grid and defining material properties. It also details drawing structural members like beams, columns, slabs, and shear walls and assigning section properties. The document specifies loading cases, analysis options, and design codes. It concludes with running analyses, design, and checking story drift. The overall objective is to demonstrate modeling and design of a reinforced concrete building using static lateral force procedure.
we select cantilever beam having I,C,T section and we select material cast iron, stainless steel, steel and analyze base upon modal and static analysis.we see here deformation,stress ,strain and based upon it we conclude.
This document discusses calculating wind loads on structures according to the ASCE 7 standard. Wind loads are dynamic loads that depend on factors like wind speed, structure height and shape, surface roughness, and location. The calculation involves determining the basic wind speed, then applying adjustment factors for directionality, importance, height, topography, force coefficients, gust effects, and others to calculate the total design wind force and moments on each structural component.
Base shear is the maximum expected lateral force at the base of a structure due to seismic activity. It depends on soil conditions, proximity to faults, structure properties, and total weight. ETABS compares the dynamic base shear from response spectrum analysis to 85% of the static base shear. If dynamic is less than 85% of static, the scale factor is adjusted so that dynamic equals 85% of static and analysis is rerun. The document provides steps to match base shear in ETABS by modifying the scale factor if needed.
2014 BCBC Envelope Compliance - ASHRAE 90.1 and NECBSophie Mercier
This presentation includes and overview of ASHRAE 90.1 2010 and NECB 2011 building envelope prescriptive requirements and trade off method, how to account for thermal bridging and the real R value of envelope assemblies.
Presented at the 2014 AIBC Shifting Perspectives Conference.
Design and analasys of a g+3 residential building using staadgopichand's
This document presents a graduation project analyzing and designing a G+3 residential building using STAAD Pro software. The objectives are to carry out analysis and design of structural elements like slabs, columns, and shear walls and get experience with STAAD Pro and AutoCAD. The project building consists of 3 repeated floors in Hyderabad. The document discusses analyzing loads, modeling the building in STAAD Pro, designing columns, beams, slabs, and foundations, and concludes with the advantages and limitations of using structural analysis software.
Design and analasys of a g+3 residential building using staadgopichand's
This document presents a structural analysis and design of a G+3 residential building using STAAD Pro software. The objectives are to carry out analysis and design of slabs, columns, shear walls and gain experience with STAAD Pro and AutoCAD. The project involves modeling a residential building in Hyderabad consisting of 3 repeated floors. The analysis includes determining loads like dead load, live load, wind load, and modeling the building in STAAD Pro. The design includes sizing columns, beams, slabs, foundations and checking deflection and stability.
COMPARISON BETWEEN VARIOUS STEEL SECTION BY USING IS CODE AND EURO CODEIRJET Journal
This document compares various steel sections for a roof truss design using the Indian Standard code and Eurocode. Load calculations are performed for dead load, live load, and wind load according to each code. The loads are then analyzed in STAAD Pro software. Various angular and tabular sections are estimated based on the codes. Finally, a cost comparison is done for the sections to determine the most economical option. The aim is to provide guidance on which section choice is most cost-effective.
This a basic way to compare two or more codes weather it is a wind or earthquake or any other thing. hope this will help many people. for more u can contact me via linkedin.
Improving Gas Turbine – HRSG output using Inlet Air Chilling and Converted Ev...IRJET Journal
This document discusses modifications made to improve the output of a gas turbine-heat recovery steam generator (GT-HRSG) system. The modifications included installing an inlet air chilling system and converting the evaporator section of the HRSG.
The inlet air chilling system cooled the intake air for the gas turbine, allowing it to operate at higher loads while keeping exhaust temperatures low. This provided more flexibility before temperature controls kicked in. Measurements showed the chilled air increased gas turbine mass flow and output.
Supplementary firing in the HRSG was heating the superheater section excessively. To address this, the evaporator section was converted to move the superheater further downstream. This protected the superheater from
Parametric Study for Wind Design of Vertical Pressure Vessel as per Indian St...IJMER
International Journal of Modern Engineering Research (IJMER) is Peer reviewed, online Journal. It serves as an international archival forum of scholarly research related to engineering and science education.
International Journal of Modern Engineering Research (IJMER) covers all the fields of engineering and science: Electrical Engineering, Mechanical Engineering, Civil Engineering, Chemical Engineering, Computer Engineering, Agricultural Engineering, Aerospace Engineering, Thermodynamics, Structural Engineering, Control Engineering, Robotics, Mechatronics, Fluid Mechanics, Nanotechnology, Simulators, Web-based Learning, Remote Laboratories, Engineering Design Methods, Education Research, Students' Satisfaction and Motivation, Global Projects, and Assessment…. And many more.
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.
Analysis of Wind Load Factors and Stability on Sensitive StructuresIRJET Journal
The document analyzes wind loads and stability on sensitive structures with curved roofs through wind tunnel experiments and computational fluid dynamics simulations. Curved roof models with different rise-to-span and wall height-to-span ratios were tested under uniform, open terrain, and suburban terrain wind conditions for a range of wind angles. The results show that wall height significantly affects wind pressures on the roof, with higher walls producing lower pressures in the windward quarter and higher suctions in the center and leeward quarters. Open and suburban terrains produce more variable pressures than uniform flow. The study provides pressure coefficient data to help establish wind loading for structural design of curved roofs.
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 wind load design for tall buildings. It states that wind load is the most important factor for buildings over 10 storeys tall. Wind loads are estimated using static and dynamic approaches. The document also provides guidance on instrumentation for monitoring wind data on tall structures, types of wind effects, dynamic wind analysis procedures, code provisions for wind speed and pressure calculations, and examples calculating wind loads using force coefficient and gust factor methods.
Example of natural air ventilation using CFD modellingStephane Meteodyn
Urbawind is a CFD software dedicated to quantify the natural air ventilation of buildings.
Such tool is useful to design green buildings where wind is used to improve the indoor thermal comfort with cross ventilation.
Objective is to determine project improvements from indoor thermal comfort and energy saving points of view.
For example, for a site study of natural air ventilation induced by wind in urban places, you can obtain:
– Mapping of wind speed and pressure
– Assess the natural air ventilation thanks to the computation of the air exchange rate
– Optimise the positions of openings according to the micro climatology
go to : http://meteodyn.com/en/logiciels/cfd-wind-pedestrian-comfort-safety-urbawind-software/#modules-tab
Design of duct for a three storey retail shopIRJET Journal
This document describes the design of a duct system for a three-story retail shop using the equal friction method. It involves calculating the required air flow rates based on the building specifications and climate. The ducts are sized to maintain equal pressure drops per unit length throughout the system. Rectangular ducts are selected for ease of fabrication. The duct sizes are calculated at each branch based on the air flow rates and design friction rates. The total pressure losses across each duct run are calculated considering friction losses and dynamic losses from fittings. The designed duct system is found to have a total pressure loss of 157.92 Pa which affects the selection of the evaporative cooling system's fan.
Design and Analysis of an Air Conditioning Duct Using Equal Friction MethodIRJET Journal
This document describes the design and analysis of an air conditioning duct system using the equal friction method. It begins with an introduction to central air conditioning systems and the importance of properly designing ductwork to minimize pressure losses and costs while providing optimal indoor air quality and comfort. The document then outlines the specific steps involved in the equal friction duct design method, which involves setting the duct dimensions so that the pressure drop per unit length is equal across all ducts. The rest of the document provides an example application of this method to size ducts for a central air conditioning system serving an area of 72.2 square meters. Tables and calculations are presented to determine the equivalent diameter, dimensions, air flow rates, velocities and pressure losses for each duct section
Graduation Project (DESIGN AND ANALYSIS OF MULTI-TOWER STRUCTURE USING ETABS).khaledalshami93
The document describes the design and analysis of a multi-tower structure using ETABS software. It includes sections on the project location, modeling and analysis of the structure using ETABS, structural design including shear wall and beam design, post-tensioned slab design, construction management and risk assessment. The overall purpose is to analyze and design a multi-tower structure consisting of a hotel tower and office tower located in Amman, Jordan.
This document provides guidance on designing reinforced concrete chimneys and windshields according to Indian codes IS 4998 and IS 15498. Key points covered include:
1. Chimneys must be designed to resist along-wind and across-wind loads from wind, considering factors like earthquake loads and wind speed.
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3. Fundamental Changes in the ASCE 7-16
• Let’s summarize the fundamental changes between ASCE
7-10 and ASCE 7-16
4. Evolution of the Wind Codes
Year Overview UBC IBC
ANSI A58.1-1955 Initial wind design standard -
ANSI A58.1-1972 Quantum Leap in Sophistication, but plagued with ambiguities 1979 -
ANSI A58.1-1982 Fixed Issues with 1972 document 1982, 1985, 1988 -
ASCE7-88 ASCE took over maintenance of standard with few changes from ‘82 1991, 1994, 1997 -
ASCE7-93 No Changes Made - -
ASCE7-95
Significant update: 3-Second Gusts, topographic effects, wind-induced torsions,
simplified procedure for buildings under 60 ft
- -
ASCE7-98
Wind Speed Map updated, Wind Directionality Factor Added, Exp. C&D
definitions changed, procedures defined, glazing protection added
- 2000
ASCE7-02 Minor Updates - 2003
ASCE7-05
Surface Roughness Added to help better define Exposure Categories, Other
Minor Updates
- 2006 2009
ASCE7-10 Wind Map Changes, Reorganization - 2012 2015
ASCE7-16 Wind Map changes, new factors, zone changes, tornado guidelines 2018
5. ASCE 7-16 Wind
MWFRS C&C
Chapter 27
Directional
Procedure
Chapter 28
Envelope
Procedure
Chapter 29
Wind Loads
Other Structures
Chapter 30
Wind Loads
Components & Cladding
Part 1 & 2 – Envelope Procedure
Part 3, 4, and 5 – Directional Procedure
Part 6 – Building appurtenances
Part 7 –Non building Structures
Chapter 31
Wind Tunnel
Procedure
Chapter 31
Wind Tunnel
Procedure
Chapter 26
Wind Loads
General Requirements
6. The 2016 version of this standard has several significant changes from 2010:
Changes Pertaining to Wind Loads to ASCE 7-16
• Enclosure Classification
• Basic Wind Speed
• Ground elevation above Sea Level
• Edge Zones
• Rooftop Equipment
• Design Wind loads: Circular bins, Silos, Tanks
• Wind loads on Rooftop Solar Panels
• Design Wind Pressures Component Cladding
Loads on roofs with h <= 60 ft
• Attached canopies on buildings with h <= 60 ft
• Tornado Limitations
12. Basic Wind Speed
• Basic Wind Speed Maps
– Maps have been revised outside hurricane prone regions
– Decreased wind speeds outside hurricane prone areas
• Wind Speed Contours have been updated in the Northeast
– Two updates to the hurricane simulation model used to create the wind maps for ASCE 7-10
– Decrease of hurricane wind speeds from Virginia to Maine
• New Wind Speed Map for Risk Category IV Buildings
Building Risk
Category
Description
Mean Recurrence
Interval
I Low hazard to human life in case of failure 300 years
II Most Residential and Commercial Dwellings 700 years
III Substantial risk to human life in case of failure 1,700 years
IV Essential Facilities 3,000 years
New
13. Updated Wind Speed Maps
Risk Category I
Building
Wind speeds correspond to approximately a 15% probability of exceedance in
50 years (Annual Exceedance Probability = 0.00333, MRI = 300 years).
14. Updated Wind Speed Maps
Risk Category II
Building
Wind speeds correspond to approximately a 7% probability of exceedance in
50 years (Annual Exceedance Probability = 0.00143, MRI = 700 years).
15. Updated Wind Speed Maps
Wind speeds correspond to approximately a 3% probability of exceedance in
50 years (Annual Exceedance Probability = 0.000588, MRI = 1700 years).
Risk Category III
Building
16. New Wind Speed Maps
New
Wind speeds correspond to approximately a 1.6% probability of exceedance in
50 years (Annual Exceedance Probability = 0.000333, MRI = 3000 years).
Risk Category IV
Building
17. Ground Elevation Above Sea Level
Source: Significant Changes to the Minimum Design Load Provisions of ASCE 7-16 (ICC publication)
qz = 0.00256 Kz Kzt Kd V2 (lb/ft2) (26.10-1)
Kz = velocity pressure exposure coefficient
Kzt = topographic factor
Kd = wind directionality factor
Ke = Ground Elevation Factor
qz = velocity pressure at height z (lb/ft2)
V = velocity in mi/hour
Ke
New
18. Ground Elevation Above Sea Level
qz = 0.00256 Kz Kzt Kd Ke V2 (lb/ft2) (26.10-1)
P = ½ ρ V2
Mass density at air standard atmosphere = 0.002378 lb-s2/ft4 (slug/ft3)
P = ½ (0.002378 lb-s2/ft4) (V mi X 5280 ft X 1hour )2
hour 1 mi 3600s
P = 0.00256 V2
Source: Significant Changes to the Minimum Design Load Provisions of ASCE 7-16 (ICC publication)
19. Ground Elevation Above Sea Level
Source: ASCE 7-16 Minimum Design Loads for Buildings and Other Structures
18% reduction in design wind pressure
Denver, Colorado
“Mile High City”
Elevation 5,280 ft
Ke is 0.82
20. Edge Zone Width (a)
Wind Loads of Buildings: Main Wind Force Resisting System (Envelope Procedure)
Part 1: Enclosed and Partially Enclosed Low-Rise Buildings
Part 2: Enclosed Simple Diaphragm Low-Rise Buildings
Figures for External Pressure Coefficient (GCp)
Dimension a = 10% of least horizontal dimension or
0.4h, whichever is smaller, but not less than either 4%
of least horizontal dimension or 3 ft
Exception: For buildings with ϴ - 0 to 7° slope and
a least horizontal dimension greater than 300ft,
dimension a shall be limited to a maximum of 0.8h
New
21. Edge Zone Width (a)
Wind Loads: Components and Cladding
Part 1: Low-Rise Buildings (Envelope Procedure)
Part 2: Low-Rise Buildings (Simplified Envelope Procedure)
Figure 30.3-1 External Pressure Coefficient – (GCp) (walls)
Dimension a = 10% of least horizontal dimension or
0.4h, whichever is smaller, but not less than either 4%
of least horizontal dimension or 3 ft
Exception: For buildings with ϴ - 0 to 7° slope and
a least horizontal dimension greater than 300ft,
dimension a shall be limited to a maximum of 0.8h
New
22. Rooftop Equipment
Section 29.4.1 has provisions for wind
loads for rooftop equipment in
buildings of all heights.
Section 26.10.2 gives direction
specific on what basic wind speed to
use in determining wind loads in roof
structures including rooftop equipment
23. Circular Bins, Silos, and Tanks
Section 29.4.2 has provisions
for wind loads for circular bins,
silos and tanks.
Section 30.12 has provisions
for wind loads for components
and cladding of circular bins,
silos and tanks
h ≤ 120 ft, D ≤ 120 ft, and 0.25 ≤ H/D ≤ 4
New
24. New Rooftop Solar Panels Provisions
Section 29.4.3 has provisions for wind loads for
rooftop solar panels for buildings of all heights
with a flat roof or gable or hip roofs with slopes
less than 7°.
Section 29.4.4 has provisions for wind loads for
parallel rooftop solar panels for buildings of all
heights and roof slopes
Section 30.13 has provisions for wind loads for
rooftop solar panels for non-building structures
of all heights with a flat roof or gable or hip roofs
with slopes less than 7°. – references back to
Section 29.4.3
Limited to
35° tilt with respect to the roof
Low height ≤ 2 ft
High height ≤ 4 ft
Min gap of ¼″
Maximum panel chord length of 6.7 ft
Limited to
2° tilt with respect to the roof
Max height above roof ≤ 10 in.
Min gap of ¼″
Maximum panel spacing of 6.7 ft
Limited to
35° tilt with respect to the roof
Low height ≤ 2 ft
High height ≤ 4 ft
Min gap of ¼″
Maximum panel chord length of 6.7 ft
New
25. Design Wind Pressures for Components and Cladding
Chapter 30 – Wind Loads – Components and Cladding (C&C)
Part 1 – Enclosed and partially enclosed low-rise
buildings with h ≤ 60 ft (18.3m)
Part 2 – Simplified approach for enclosed low-rise
buildings with h ≤ 60 ft (18.3m)
Part 3 – Enclosed and partially enclosed for buildings
with h > 60 ft(18.3m)
Part 4 – Simplified approach for enclosed buildings
with h ≤ 160 ft
Part 5 – Open buildings for all heights
Part 6 – Building appurtenances such as roof
overhangs, parapets, and rooftop equipment
Part 1 – Enclosed and partially enclosed low-rise buildings with h ≤
60 ft (18.3m)
Part 2 – Simplified approach for enclosed low-rise buildings with h
≤ 60 ft (18.3m)
Part 3 – Enclosed and partially enclosed for buildings with h > 60
ft(18.3m)
Part 4 – Simplified approach for enclosed buildings with h ≤ 160 ft
Part 5 – Open buildings for all heights
Part 6 – Building appurtenances such as roof overhangs, parapets,
and rooftop equipment
Part 7 – Non Building structures circular bins, silos and tanks ≤
120ft and rooftop solar panels for all building heights with flat roofs
or gable or hip roofs with roof slopes less than or equal to 7
degrees.
26. Design Wind Pressures for Components and Cladding
Part 1 and 2 of Chapter 30 - Roof Component and Cladding Pressure Coefficient (GCp) for Enclosed
and Partially Enclosed building with h ≤ 60 ft
A – Gable roofs and overhangs ϴ ≤ 7°
B – Gable / Hip roofs 7° < ϴ ≤ 27°
C – Gable Roofs 27° < ϴ ≤ 45°
A – Gable roofs and overhangs ϴ ≤ 7°
B – Gable roofs 7° < ϴ ≤ 20°
C – Gable Roofs 20° < ϴ ≤ 27°
D – Gable Roofs 27° < ϴ ≤ 45°
E – Hip Roofs 7° < ϴ ≤ 20°
F – Hip Roofs overhang 7° < ϴ ≤ 20°
G – Hip Roofs and overhang 20° < ϴ ≤ 27°
H – Hip Roofs 27° < ϴ ≤ 45°
I – Hip Roofs overhang 27° < ϴ ≤ 45°
Figures 30.4 2A – C Figures 30.3 2A – I
28. Design Wind Pressures for Components and Cladding
Wind Pressure Summary Table
Parameters:
• Zone 2 or 2r
• Exposure B
• 15 feet above grade
• Using location elevation factor Ke
• Using smallest applicable EWA
(Effective Wind Area)
• Reduced wind speeds from new maps
as appropriate
Source: From Structure Magazine article “ Technical Aspects of ASCE 7-16” July 2018
29. Attached Flat Canopies on Buildings with h ≤ 60 ft
Section 30.11 has provisions for wind loads for
attached canopies on buildings with h ≤ 60 ft
and a maximum 2% horizontal slope
Figures 30.11-1A and 1B has pressure
coefficients for both separate surfaces of
attached canopies and considering
simultaneous contributions from upper and
lower surfaces respectively
New
30. Attached Canopies on Buildings with h ≤ 60 ft
Figure 30.11-1A Figure 30.11-1B
New
Design wind pressure
p = qh (GCp) (30.11 – 1)
31. Tornado Limitations in Commentary
Section C26.14 has provisions providing guidance for designing
buildings for tornadoes.
New
1. Tornado wind speeds and probability
2. Wind pressures induced by tornadoes vs.
other windstorms
3. Designing for occupant protection
4. Designing to minimize building damage
5. Design to maintain continuity of building
operations
6. Designing trussed communication towers
for wind-borne debris
Photo courtesy of Twitter via@Jberm236 – also found in NSF StEER Event Briefing from Dallas, TX 10/20/2019 EF-3 Tornado
32. Tornado Limitations in Commentary
1 – Tornado Wind Speeds and Probability (Section C26.14.1)
Tornado-related winds have a significantly lower probability of occurrence at
a specific location than the high winds associated with meteorological events
(frontal systems, thunderstorms, and hurricane winds) responsible for the
basic wind speeds given in ASCE 7.
EF Number MRI (Mean
Recurrence Interval)
EF0 – EF1 4,000 year MRI
EF4 – EF5 10,000,000 year MRI
New
34. Tornado Limitations in Commentary
2 – Wind Pressures Induced by Tornadoes Vs. Other
Windstorms (Section C26.14.2)
Tornado wind-borne debris shed from buildings indicates that
tornado debris has a greater vertical trajectory than hurricane debris.
Updrafts are greater in tornadoes than in other windstorms.
New
Photo of Dallas Fire Station #41 courtesy of MSN 2019, DALLAS FIRE-RESCURE/HANDOUT/EPA-EFE/Shutterstock –
also found in NSF StEER Event Briefing from Dallas, TX 10/20/2019 EF-3 Tornado
35. Tornado Limitations in Commentary
3 – Designing for occupant protection
(Section C26.14.3)
ICC 500 residential and community storm shelters
FEMA P 320 – prescriptive solutions for residential
and small business safe rooms up to 16 occupants
FEMA P 361 – residential and community safe rooms
and design and construction QA.
5 – Design to maintain continuity of
building operations (Section C26.14.5)
FEMA P 908 – designing a building to ensure that it
will remain operational if struck by an EF4or EF5 rated
tornado
6 – Designing trussed communication
towers for wind borne debris (Section
C26.14.6)
FEMA 2012 – minimum design for 40 ft2 of projected
surface area of clinging debris at mid height of the
tower or 50 ft.
New
36. Tornado Limitations in Commentary
4 – Designing to minimize building damage (Section 26.14.4)
Two methods:
1. Extended method: modified wind pressure calculation
parameters – then the design wind pressure can simply be
calculated using the normal equations in ASCE 7
2. Simplified method: combines all parameters into a TF factor
New
37. Tornado Limitations in Commentary
Extended method:
• Wind Speed V: Design for the upper range wind speed within the target EF scale.
• Kz: The velocity pressure exposure coefficient should be based on Exposure Category C
• Directionality Kd: The directionality factor should be taken as 1.0
• Topography Kzt: The topographic factor should be taken as 1.0
• Gust effect factor, G: The gust effect factor should be taken as 0.90 or higher if appropriate
• Internal pressure GCpi: The internal pressure coefficient should be taken as ± 0.55
• Velocity pressure q: The velocity pressure should be determined at mean roof height, qh
• MWFRS Cp: Pressures on the MWFRS should be based on the pressure coefficient, CP specified
for the directional procedure in Chapter 27
• C&C, GCp values: the pressure coefficients, GCp, for components and cladding are permitted to be
reduced by 10%
New
38. Tornado Limitations in Commentary
ptornado = pdesign (Vtornado/Vdesign)2 TF
New
Simplified method:
39. Recap
Wind maps modified to include more data. New Risk Category map, all maps include
interior basic wind velocities.
Component and cladding GCp information include more data. Zones increased, more maps
to include hip roofs. Overall increase in external pressure coefficient
New elevation factor Ke to be included in the velocity pressure formula q to account the
drop in pressure as site elevation increases with respect to sea level
New wind loads specific to silos, tanks, solar panels, canopies attached to buildings
Changes in the 2016 edition of the ASCE 7 include:
Modifications to roof top equipment parameters
Guidelines for tornado design available in the commentary
40. Design Example: C&C Low-Rise Buildings
(Simplified) Procedures
(2010 vs. 2016)
• Let’s compare the differences in low-rise building
simplified wind pressure calculation procedures
between ASCE 7-2010 and ASCE 7-2016
41. The Problem Statement
Low-Rise Hip Roof Building
• Hurricane Shelter Building
• Building Risk Category IV
• Located in St. Augustine, FL
• Rigid, Simple Diaphragm
• Enclosed Building
• Exposure Category D
• Flat Terrain, Neglect Topographic
Effects
40′-0″
2′-0″ typ.
4.4:12
15′-0″
10′-0″
7′-8″ Mean Roof
Height:
Slope:
PLAN:
ELEVATION:
Angle:
20.13°
60′-0″
42. Simplified Procedure Overview
Steps ASCE 7-16 Ref. ASCE 7-10 Ref.
❶
Verify building general requirements and conditions to
use this method
Sections 30.4 and
30.4.1
Sections 30.5 and
30.5.1
❷ Establish building Risk Category Table 1.5-1 Table 1.5-1
❸ Determine Basic Wind Speed Figure 26.5-1D Figure 26.5-1B
❹ Determine Wind load Parameters (Exposure Category and
Topographic factor Kzt)
Sections 26.7, 26.8
and Figure 26.8-1
Section 26.7, 26.8
and Figure 26.8-1
❺ Select Simplified Design Wind Pressure (pS30) Figure 30.4-1 Figure 30.5-1
❻ Select Height and Exposure Coefficient (λ) Figure 30.4-1 Figure 30.5-1
❼ Calculate Adjusted Wind Pressure (pnet) Equation 30.4-1 Equation 30.5-1
44. 2010 Simplified Procedure Wind Pressure
Hip Roof (7° ≤ ϴ ≤ 27°)
(Figure 30.5-1 ASCE 7-10)
Components and Cladding, Part 2 [ h ≤ 60ft (h ≤ 18.3m)]: Design
Wind Pressure for Enclosed Buildings – Walls and Roofs
Note 3:
For hip roofs with ϴ ≤ 25°, Zone 3 shall be
treated as Zone 2
Note 5:
a: 10% of least horizontal dimension or .4h,
whichever is smaller but not less than either
4% of least horizontal dimension or 3 ft
a = 4’-0”
45. 2016 Simplified Procedure Wind Pressure
(Figure 30.4-1 ASCE 7-16)
Components and Cladding, Part 2 [ h ≤ 60ft (h ≤ 18.3m)]: Design
Wind Pressure for Enclosed Buildings – Walls and Roofs
Notation: a = 10% of least horizontal
dimension or .4h, whichever is smaller but
not less than either 4% of least horizontal
dimension or 3 ft
Exception: for buildings with Angle = 0° to 7°
and a least horizontal dimension greater than
300 ft, dimension a shall be limited to a
maximum of 0.8h
Note 3: For hip roofs with ϴ ≤ 25°, Zone 3
shall be treated as Zone 2e and 2r.
a = 4’-0”
Hip Roof (7° ≤ ϴ ≤ 45°)
Roof Zones
1: Interior
2e: End
2r: Ridge
3: Corner
Wall Zones
4: Interior
5: End
46. Simplified Procedure Exposure Coefficient
Find the Exposure Coefficient
• Mean roof height = 15 ft
• Exposure Category D
• Exposure Coefficient = 1.47
Figure 30.4-1 ASCE 7-16 or Figure 30.5-1 ASCE 7-10
47. 2010 Simplified Procedure Wind Pressure, cont.
Note 3: For hip roofs with ϴ ≤ 25°,
Zone 3 shall be treated as Zone 2
Basic 3-sec Gust Wind
Speed, Vult
140 mph
48. 2010 Simplified Procedure Wind Pressure, cont.
Basic 3-sec Gust Wind
Speed, Vult
140 mph
Note 3: For hip roofs with ϴ ≤ 25°,
Zone 3 shall be treated as Zone 2
49. Basic 3-sec Gust Wind
Speed, Vult
150 mph
2016 Simplified Procedure Wind Pressure, cont.
Figure 30.4-1 Components and Cladding, Part 2 [ h ≤ 60ft (h ≤ 18.3m)]: Design Wind Pressure for Enclosed Buildings – Walls and Roofs
Note 3: For hip roofs with
ϴ ≤ 25°, Zone 3 shall be
treated as Zone 2e and 2r.
Roof Zones
1: Interior
2e: End
2r: Ridge
3: Corner
Wall Zones
4: Interior
5: End
50. 2016 Simplified Procedure Wind Pressure, cont.
Figure 30.4-1 Components and Cladding, Part 2 [ h ≤ 60ft (h ≤ 18.3m)]: Design Wind Pressure for Enclosed Buildings – Walls and Roofs
Roof Zones
1: Interior
2e: End
2r: Ridge
3: Corner
Wall Zones
4: Interior
5: End
Basic 3-sec Gust Wind
Speed, Vult
150 mph
Note 3: For hip roofs with
ϴ ≤ 25°, Zone 3 shall be
treated as Zone 2e and 2r.
52. Things To Go Do
Bookmark the following websites:
• Free I-Codes: https://codes.iccsafe.org/public/collections/I-Codes
• ATC Wind Speed by Location: http://hazards.atcouncil.org/
Go check out the High-Performance Solutions for High-Wind Forces
microsite www.strongtie.com/hw
53. Simpson Strong-Tie
Changes in Wind Design with ASCE 7-16
THANK YOU!
For a library of Simpson Strong-Tie AIA CES courses,
visit http://www.strongtie.com/workshops